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HomeMy WebLinkAboutAPPLICATION & DOCS - 02-00041 - Airport Lot #30 - Airplane HangarBUIL G PERMIT APPLICA THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. , OWNER BUILDER - :" 1 STRUCTURE: r 0 RESIDENCE 0 COMM. FOOTINGS a jCONCRETE O MASONRY 0 OTHER REMARKS: DEPARTMENT OF BUILDING & ZONING VALUE ql 3 ' FEE PAID BUILDING INSPECTOR JOB ADDRESS ARCHITECT ❑ REMODEL O ADDITION CASH REXBURG, ID DATE 7 44-0 0 EDUCATIONAL 0 GOVT 0 RELIGIOUS ❑ FENCE DATE O REPAIR ❑ PATIO PHONE DESIGNER ❑ RENEWAL ❑ CARPORT APPUCANT ADDRESS WHRE —O ners Copy CANARY — Building Department's Copy PINK— Assessor's Copy GOLDENROD- Inspector O GARAGE ❑ AWNING INSULATED FOUNDATION *CONCRETE 0 MASONRY 0 OTHER BASEMENT O PARTIAL 0 FULL *NO FLOORS 0 WOOD *CONCRETE ❑ OTHER EXT. WALLS ❑ WOOD O MASONRY O CONCRETE 0 VENEER *METAL 0 STUCCO INT. WALLS O WOOD 0 MASONRY ❑ CONCRETE O DRYWALL 0 PLASTER ❑ TILE CEILING ❑ WOOD ❑ DRYWALL ❑ PLASTER O AACOOU ❑ OPEN ROOF O BUILT UR 0 WOOD SH. 0 COMP. SH. ❑ TILE ROLL ROOF. 4. METAL HEAT, ❑ GAS 0 OIL O COAL ❑ FIREPLACE ❑ ELECTRIC JUL 1 C 2002 CITY OF REXBURG WALLS CEILING 0 FLOORS 0 PERIMETER This permit is issued subject to the regulations contained in the Uniform Building Code and Zon lg Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in accordance with tAg aulaticros pertaining and applicable thereto: The issuance of the permit does not waive restrictive covenants. Date of Application (r i C f . ( ) OWNER Name rZ c� Site Address �_ , � L' . � & _ ._; = . � Mailing Address City /State /Zip Square Feet y'_,C% Signature of Applic Code Zone Signature of Inspector Issued byi APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Mailing Address . (�; , X (r) ( t ( 25F)? City /State /Zip 6- 4L 1 Telephone/Fax/Mobile ( ).0‘ CONTRACTOR � Name l �N. O( �;�- : (i.cc�i Telephone/Fax/Mobile (LL PROJECT INFORMATION Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied At /A.. Architect/ Engineer Firm �C� r e.c Subdivision M //A` Circle One Residential Commercial Circle One Circle One New House Addition/Remodel to House Basemen . None() Finished / Unfinished Lot Square Footage Will there be an apartment? tkl 0 Total Estimated Cost 1\ t 30 Building Type DEPARTMENT APPROVAL Plan Name Educational Government Lot Width Lot Garage Square Feet —O Number of Stories 1 What will structure be used for: Home Home Business Apartment PAID * * * * ** * * * * * * * * * * * ** JUL 1 6 2002 r " OF REXBURG ■nQ ( 1--ti L. ` ic () 5�1L LR qb 30 New Commercial Permit No. f� L,�Q 7 ' Remodel Other) 4 (cc ,�,; Other: None/ Patio/ Carport/ Awning A J Commercial Other 6 r c (ct 'A- If so, how many units Are you in a flood plain ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Building Permit Fees Plan Check Fees Plumbing Permit Fees Digging Permit Fees Water & Sewer Fees Front Footage Fee TOTAL $ Height of Building Block /ti/t4 Commercial Remodel Ib � 86 3 �J & Z e- 5-,i,, s� Rough Plumbing ,, Septic Tank :'' Fixtures Water Piping 1 . Complete Sewer Bath Tubs Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin Other Toilet Slop Sinks Kitchen Sinks Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. Clothes Washer Name. Address Lot Blk. Add. OWNER PLUMBER Name Address Tel NATURE OF INSTALLATION Use r. DESCRIPTION OF WORK CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT Plumbing Permit Sewer Inspection Inspection of Pipe Inspection of Fixtures $ Received: Date B Rough Plumbing Sewer Other Finish Plumbing FEES $ $ TOTAL $ INSPECTOR'S RECORD N INSP.. NAME ExcavatLcn (Cc Earthwcr.k: , Concrete : Mee c nry : Roofing: Ins:: 1 aticm : Drywall : Painting : Floor Ocver ince 1 umb : Eez. t : Electrical: Roof Tr-o. sees : FIccr / Ciig Joist: JJE;tLcr 7 SPECIAL CONSTRUCTION (MANUFACTURER OR SUPPLIER) p---/Pc,1 SUE<CONTRAc'TOR Li ST _ . . A TO: Building Official for the City of Rexburg Pursuant to the provisions of the Uniform Building Code, the undersigned requests that a building permit be issued for: Acknowledgment is made that the plans for the complex are not complete and that final approval of the building will not be given until the final plans have been approved. We recognize that proceeding with partial construction at this time is entirely at the risk of the Architect/Owner with there being no assurance that the final Certificate of Occupancy for the entire building or structure will be granted. We further absolve the City of Rexburg and officers and employees thereof, of all responsibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire building or structure is finally granted. Dated this 27 day of June 2002. Approved: REQUEST FOR A CONDITIONAL BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION Footings and Foundations only at: Rexburg Airport - Lot #30 Larry Garrelts Layton, Utah City: -Y &cif State: 74. Zip: 8 3 414 � Telephone: 20 e G6 4 Fax: € 2e,f3 •S'S(, 7 q,Q 3. Notice of: 4. Duration: 5. Work Schedule: 6. Type: ❑ Antenna Tower ❑;Crane , Building ❑ Landfill ❑ Water Tank ❑ Other 7. Marking /Painting and/or Lighting Preferred: ❑ Red Lights and Paint ❑ Dual - Red and Medium Intensity White ❑ White - Medium Intensity ❑ pual - Red and High Intensity White ❑ White - High Intensity of Other 8. FCC Antenna Structure Registration Number (if applicable): A/A 21. Complete Description of Proposal: 70' Date K New Construction ❑ Alteration ❑ Existing ermanent ❑ Temporary ( months, days) Beginning J ".a. .20002 End Alias f" 70 " FAA Form 7460 - (2 - 99) Supercedes Previous Edition ❑ Power Line Typed or Printed name and Title of Person Filing Notice 16. Site Elevation (AMSL): 17. Total Structure Height (AGL) 18. Overall height ( #16. + #17.) (, 19. Previous FAA Aeronautical 20. Description of Location: (Att . Quadrangle Map with the precise : Oot i &do will I Sty4-1 even Obu b>kt-E ;A AJ &k_c,rd-d, pop Plot) Notice is required by 14 Code of Federal Regulations, part 77 pursuant to 49 U.S.C., Section 44718. Persons who requirements of part 77 are subject to a civil penalty of $1,000 per day until the notice is received, pursuant to 49 U. I hereby certify that all of the above statements made by me are true, complete, and correct to the best c mark and /or Tight the structure in accordance with established marking and lighting standards as necessar Signatur c FOUNDATION DESIGN FOR LARRY GARRELTS BUILDING REXBURG, IDAHO For Teton West Construction NOTES: 1. Foundation configuration provided by Joe Spaulding of Teton West Construction. 2. Foundation loads from VP Buildings Reactions Report sor Project CA0215390- OIOEI dated 6/03/02. 3. Exact anchor bolt locations to be determined from VP Drawings. 4. Concrete 28 day strength shall be 2500 psi minimum. Slump shall be 3 -4.5 in. Reinforcement bars shall be ASTM A6 15 with F = 40,000 psi. 5. Concrete construction per ACI -318. 6. Allowable soil bearing pressure = 3000 psf 7. Rectangular piers shown on drawings may be replaced with circular piers formed by sonotubes if the reinforcement is the same, the concrete area is equal to that of the rectangular pier, and there is sufficient cover for the reinforcement as required by ACI -318. INDEX Detai I Page Corner Column Foundation for Frameline 1 2 Column Foundation for Framelines 2 and 3 3 Corner Column Foundation for Frameline 4 4 Interior Column Foundation for Frameline 4 5 t 4' -0 GRADE 4 #6 VERTICAL BARS. EXTEND INTO FOOTING AS SHOWN r 21.75' PLAN VIEW 21.75' STEMWALL 15' PI 1 U _J ' 0' SQ. SECTION ENDWALL COLUMN IN NOTCH OF ENDWALL; ELEV. 100' LARRY GARRELTS BUILDING CORNER COLUMN FOUNDATION FOR FRAMELINE 1 6/15/02 18' WIDE SIDEWALL FOOTING 2 12' 4 #5 BARS EACH WAY SPACED AS SHOWN 24' WIDE ENDWALL FOOTING #5 HAIRPIN BAR, EXTEND INTO SLAB MINIMUM OF 4'. CONTINUE HORIZONTAL REINFORCEMENT IN STEMWALL AROUND CORNER FROM SIDEWALL TO ENDWALL TO TIE WALLS TOGETHER TO RESIST OUTWARD FORCE FOUR 3/4' DIA. X 18' ANCHOR BOLTS 4 #3 TIES, PLACED AS SHOWN FOUR 3/4' DIA. X 18' ANCHOR BOLTS IN ENDWALL #5 HAIRPIN BAR INTO SLAB n to o SQ. 10' le t 4' -0 GRADE 4 #6 VERTICAL BARS. EXTEND INTO FOOTING AS SHOWN r 21.75' PLAN VIEW 21.75' STEMWALL 15' PI 1 U _J ' 0' SQ. SECTION ENDWALL COLUMN IN NOTCH OF ENDWALL; ELEV. 100' LARRY GARRELTS BUILDING CORNER COLUMN FOUNDATION FOR FRAMELINE 1 6/15/02 18' WIDE SIDEWALL FOOTING 2 12' 4 #5 BARS EACH WAY SPACED AS SHOWN 24' WIDE ENDWALL FOOTING #5 HAIRPIN BAR, EXTEND INTO SLAB MINIMUM OF 4'. CONTINUE HORIZONTAL REINFORCEMENT IN STEMWALL AROUND CORNER FROM SIDEWALL TO ENDWALL TO TIE WALLS TOGETHER TO RESIST OUTWARD FORCE FOUR 3/4' DIA. X 18' ANCHOR BOLTS 4 #3 TIES, PLACED AS SHOWN FOUR 3/4' DIA. X 18' ANCHOR BOLTS IN ENDWALL #5 HAIRPIN BAR INTO SLAB T-(1) SO. 12' 4 #6 VERTICAL BARS. EXTEND INTO FOOTING AS SHOWN GRADE PLAN VIEW 8' ---15" 7 5' 0' SQ. 5 #6 BARS EACH WAY SPACED AS SHOWN SECTION LARRY GARRELTS BUILDING COLUMN FOUNDATION FOR FRAMELINES 2 AND 3 6/15/02 18' WIDE STEMWALL FOOTING STEMWALL FOUR 1' DIA. X 24' ANCHOR BOLTS 4 #3 TIES, PLACED AS SHOWN 3' CL \ c\\ 12' X -BEAM 2 CONTINUOUS #6 BARS FROM SIDE TO SIDE AROUND ANCHOR BOLTS SLAB � 6' X - BEAM 13' 12' GRADE 3' -0' 10' 8' 8'-- 2' 0' ENDWALL CENTER IN WALL 0 SECTION 12' PLAN VIEW 1.5' TYP. SIDEWALL 12' 3/4 DIA ANCHOR BOLTS 18' 2 8' 5' } 5' #4 VERT. BARS 16' O.C. 4 #4 HORIZ. BARS CONTINUOUS IN WALL 2 #4 VERT. BARS IN CORNERS OF ENLARGED WALL 3 #4 LONGINTU?IINAL BARS IN WALL FOOTING #4 @ 18' D.C. TRANSVERSE LARRY GARRELTS BUILDING CORNER COLUMN ECUNDATI ❑N FOR FRAMELINE 4 6/15/02 GRADE 3' -0' 10' 8' 8' -■ 4' • 1 8_1 PLAN VIEW 2' 0' SECTION 6/15/02 CENTER IN WALL #4 HAIRPIN B {,R. EXTEND 3' INTO SLAB. 3/4 DIA. ANCHOR BOLTS F 18' #3 TIES AT 12' O #4 HAIRPIN BAR INTO SLAB #4 VERT BARS 16' U.0 4 #4 HORIZ. BARS CONTINUOUS IN WALL 5' SLAB 4 #4 VERT BARS IN CORNERS OF ENLARGED WALL 3 #4 LONGINTUDINAL BARS IN WALL FOfTING #4 @ 18' O.C. TRANSVERSE LARRY GARRELTS BUILDING INTERIOR COLUMN E❑UNDATI ❑N FOR rRAvIELINE 4 VP BUILDINGS VARCO- RRUDEN VPC File:CA0215390- 010E1.vpc STRUCTURAL DESIGN DATA Design Report CA0215390 -01 VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125 -8843 Project: Larry Garrelts Hangar 'Name: CA0215390 -01OE1 Reference: Jobsite: City, State: Idaho County: Bonneville Country: United States TABLE OF CONTENTS Date: 6/3/2002 Time: 9:23 AM Page: 1 of 70 Letter of Certification 2 Building Loading - Expanded Report 4 Reactions - Expanded Report 12 Bracing - Summary Report 30 Secondary - Summary Report 35 Framing - Summary Report 45 Covering - Summary Report 70 see .r7s: 3)34-,1 34. .3 1-6.) 61 VPC Version :3.1 Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height 20/6/0 Hanger 60/0/0 70/0/0 4200 4830 4215 18/0/0 18/0/0 1.000:12 1.000:12 r of �erti#icatior Contact: Name: Teton West Address: 4805 S 3300 W P.O. Box 122 City, State: Rexburg, Idaho 83440 Country: United States This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads 'and conditions: Overall Buildin Descri Loads and Codes - Shape: Hanger City: County: Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies D ead and Collateral Loads Collateral Gravity:1.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C (1.115) Parts Wind Exposure Factor: 1.115 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0 /0 /0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 6/0/0 Basic Wind Pressure: 18.27 psf Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations : American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) [DI.1] American Society for Testing and Materials (ASTM) Metal Building Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components fumished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents fumished by VP BUILDINGS. P.E. Prepared by: ayers Club Circle, Memphis TN 38125 -8843 VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 Bonneville Project: Larry Garrelts Hangar Reference: Jobsite: State: Idaho Built Up: 89AISC Cold Form: 89AISI Roof Covering + Second. Dead Load: 2.05 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 3 (0.70) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 25.00 Seismic Snow Load: 8.75 psf City, State: Idaho County, Country: Bonneville, United States Reviewed by: VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 2 of 70 Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N /A Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3059 Bracing Seismic Period: 0.1748 Framing R- Factor: 4.5000 Bracing R- Factor: 5.6000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0641 Brace Redundancy Factor:1.3828 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.1800 VP BUILDINGS vARCO.rRUDrN The Structural Design and /or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainesville, AL VP Alabama Plant [Manufacture Only] Memphis, TN VP Headquarters [Design Only] Pine Bluff, AR VP Arkansas Service Center [Design and Manufacture] Turlock, CA VP Califomia Service Center [Design and Manufacture] St. Joseph, MO VP Missouri Service Center [Design and Manufacture] Kemersville, NC...VP North Carolina Service Center [Design and Manufacture] VanWert, OH VP Ohio Service Center [Design and Manufacture] Evansville, WI VP Wisconsin Service Center [Design and Manufacture] Additional Structural Material may be fabricated and provided for use in a VP Buildings building by one of the following fabricators: BAR JOISTS - SMI, Inc. Hope, AR Hancock Salem, VA Canam Washington, MO Vulcraft Grapeland, TX Vulcraft Norfolk, NE Vulcraft Florence, SC Vulcraft Brigham City, UT ISP El Paso, TX Socar Florence, SC Quincy Quincy, FL • (This information is presented in compliance with VP Buildings AISC Certification responsibilities.) ,k i''<'�r�•��� t/� � �/ 3 C r..,&.?...... F .:xk�. w ` . 1 .`�a✓ 1,10T v,3 YYi 8 'R / OH NIJ�' ,��49:. ;z w� 11 . , �� ,,.:°s�. � !k3 ° T(d1S 6uIL01NG S 13 J tx &IGN& -b AS 44.i EWCLO S iLJg1l►2E, TRE MA-xi mum ALLoweio w11,J n s FgEb CO 114 -n-f /4AN6 92_ acsc ri, o IS Go MPH, FL i p�F Ec p-o Ns I.+Drzi2z3JTAL \/ ZTICAL (1 d 'YR) L°eTE12A-L, C 3 I ki b; w I > - o, 6.2 11 04/5 05) o, 51 go (1-/1301) (tb- Y► 6'Too lNA� wlNa� w p- D. :(}4/5439) 0,41 - /16014 -) (FUL.L)Q SEISM) , E - d, E's6 (I+/22¢) - 379 (L477e) (r -�ti�) SN aw j S - D, 13 e s (H43389 -14 3aG [ (L/4-g3) VPC File:CA0215390- 01OEl.vpc Design Report CA0215390 -01 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 3 of 70 VP BUILDINGS MARCO- PRUOEN ldin Loading Expanded Repot ja Shape : Hanger Loads and Codes - Shape: Hanger City: County: Bonneville Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies Allow. Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Collateral Gravity:1.00 psf Collateral Uplift: 0.00 psf Side Type . Mag Units Shape Applied to A D 2.052 psf Entire Frm A D 0.950 psf Entire Pur B D 2.052 psf Entire Frm B D 0.950 psf Entire Pur Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 80.00 mph Wind Enclosure: Enclosed Height Used: 19/3/0 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Velocity Pressure: (qz) 16.38 psf Wind Exposure (Factor): C (1.115) Basic Wind Pressure: 18.27 psf Snow Load Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Importance: 1.000 Ground / Roof Conversion: 1.00 Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.1800 Framing R- Factor: 4.5000 Bracing R- Factor: 5.6000 Side Type Mag 1 E 0.238 1 E 0.238 1 E 0.238 1 E 0.238 1 E 0.238 1 E 0.238 1 E 0.238 1 E 0.238 1 E 0.238 1 E 0.214 I E 0.214 1 E 0.214 1 E 0.214 1 E 0.214 1 E 0.214 1 E 0.214 1 E 0.214 1 E 0.214 1 E 0.190 1 E 0.190 VPC File:CA0215390- 01OEl.vpc Units Shape Applied to psf Spec Frm psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Spec psf Rect psf Rect Frm Frm Frm Frm Frm Frm Frm Frm Brc Brc Brc Brc Brc Brc Brc Brc Brc Frm Frm Design Report CA0215390 -01 State: Idaho Built Up: 89AISC Cold Form: 89AISI Rainfall: 4.00 in per hour Frame Weight (assumed for seismic):2.50 psf Description Covering Weight - 26 Panel Rib + Secondary Weight 1.10 - Roof: A Covering Weight - 26 Panel Rib - Roof: A Covering Weight - 26 Panel Rib + Secondary Weight 1.10 - Roof: B Covering Weight - 26 Panel Rib - Roof: B LL for Below Eave Canopy:N /A Gust Factor: 1.2962 Wind Importance Factor: 1.000 Least Horiz. Dimension: 60/0/0 Parts / Portions Zone Strip Width: 6/0/0 qz= 0.00256 * (1.00) * (80.00) ^2 * (1.00) Snow Exposure Category (Factor): 3 (0.70) Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 4.764 ( 1.000:12 ) Seismic Snow Load: 8.75 psf Frame Redundancy Factor:1.0641 Brace Redundancy Factor:1.3828 Soil Profile Type: Stiff soil (D, 4) Framing Seismic Period: 0.3059 Bracing Seismic Period: 0.1748 Country: United States Description Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.24 - Wall: 1 Seismic: Covering Weight - 26 Panel Rib - Wall: 1 Seismic: Covering Weight - 26 Panel Rib - Wall: 1 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 4 of 70 VP BUILDINGS VARCO- PRUDEN Design Report CA0215390 -01 VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 5 of 70 1 E 0.190 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.190 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.190 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.190 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.190 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.190 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.171 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib - Wall: I 1 E 0.200 psf Rect Frm Seismic: Covering Weight -1.00 Not by VP - Panel - Wall: 1 1 E 0.200 psf Rect Frm Seismic: Covering Weight - 1.00 Not by VP - Panel - Wall: 1 1 E 0.200 psf Rect Frm Seismic: Covering Weight - 1.00 Not by VP - Panel - Wall: I 1 E 0.200 psf Rect Frm Seismic: Covering Weight - 1.00 Not by VP - Panel - Wall: 1 1 E 0.180 psf Rect Brc Seismic: Covering Weight - 1.00 Not by VP - Panel - Wall: 1 1 E 0.180 psf Rect Brc Seismic: Covering Weight - 1.00 Not by VP - Panel - Wall: 1 1 E 0.180 psf Rect Brc Seismic: Covering Weight - 1.00 Not by VP - Panel - Wall: 1 1 E 0.180 psf Rect Brc Seismic: Covering Weight - 1.00 Not by VP - Panel - Wall: 1 2 E 0.492 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 2 E 0.492 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 2 E 0.492 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 2 E 0.492 psf Rect Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 2 E 0.442 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 2 E 0.442 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 2 E 0.442 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 2 E 0.442 psf Rect Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.56 - Wall: 2 3 E 0.536 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.536 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.536 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.536 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.536 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.482 psf Spec Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib +Secondary Weight 0.78 - Wall: 3 3 E 0.482 psf Spec Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.482 psf Spec Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.482 psf Spec Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 3 E 0.482 psf Spec Brc Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.78 - Wall: 3 4 E 0.490 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.55 - Wall: 4 4 E 0.490 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.55 - Wall: 4 4 E 0.490 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.55 - Wall: 4 4 E 0.490 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.55 - Wall: 4 4 E 0.490 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight 0.55 - Wall: 4 4 E 0.490 psf Spec Frm Seismic: Covering Weight - 26 Panel Rib + Liner Weight - 26 Panel Rib + Secondary Weight No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 6 System 1.000 1.0D +1.0CG +1.0USI* D +CG +US1* 7 System 1.000 1.0 D+ 1.0 CG + 1.0 *US 1 D + CG + *US 1 System 1.333 1.0 D+ 1.0 Wl> D + W1> 8 System 1.333 1.0 D + 1.0 <W1 D + <W l 9 System 1.333 1.0 D + 1.0 WP D + WP 10 System 1.333 1.OD +1.00G +0.250S +0.760E> D +CG +S+E> 11 System 1.333 1.0 D+ 1.0 CG + 0.250 S+ 0.760 <E D + CG + S + <E 12 13 System 1.333 1.OD +0.5005 +1.0W1> D +S +W1> System 1.333 1.0 D + 0.500 S + 1.0 <W1 D +S + <W1 14 System 1.333 1.0 D + 0.500 S + 1.0 WP D + S + WP 15 16 System 1.333 1.0 D+1.0 CG + 1.0 S+ 0.500 W 1> D + CG + S + W 1> 17 System 1.333 1.0 D+ 1.0 CG + 1.0 S +0.500 <W1 D + CG + S + <W 1 System 1.333 1.0 D+ 1.0 CG+ 1.0 S+ 0.500 WP D+CG +S +WP 18 Special 1.700 1.200 D + 1.200 CG + 2.800 E> D + CG + E> 19 Special 1.700 1.200 D + 1.200 CG + 2.800 <E D+CG+<E 20 Special 1.700 0.900D +0.900CG +2.800E> D +CG +E> 21 Special 1.700 0.900 D + 0.900 CG + 2.800 <E D+CG+<E VP BUILDINGS VARCO- PRUDEN 4 E 0.490 psf Spec Frm 4 E 0.490 psf Spec Frm 4 E 0.441 psf Spec Brc 4 E 0.441 psf Spec Brc 4 E 0.441 psf Spec Brc 4 E 0.441 psf Spec Brc 4 E 0.441 psf Spec Brc 4 E 0.441 psf Spec Brc 4 E 0.441 psf Spec Brc 4 E 0.441 psf Spec Brc A E 2.860 psf Entire Frm A E 2.574 psf Entire Brc B E 2.860 psf Entire Frm B E 2.574 psf Entire Brc Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Design Load Combinations - Desi n Load Combinations - Bracing Do Not Use 1 2 3 User User System VPC File:CA0215390- 0lOEl.vpc 1.333 1.200 Wl> 1.333 1.200 <W 1 1.333 0.714 E> Design Report CA0215390 -01 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight 0.55 - Wall: 4 Seismic: Covering Weight (Includes 1.000 Collateral Seismic: Covering Weight (Includes 1.000 Collateral Seismic: Covering Weight (Includes 1.000 Collateral Seismic: Covering Weight - (Includes 1.000 Collateral - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Liner Weight - 26 - 26 Panel Rib + Secondary Weight 2.500 Frame Weight) - Roof: A - 26 Panel Rib + Secondary Weight 2.500 Frame Weight) - Roof: A - 26 Panel Rib + Secondary Weight 2.500 Frame Weight) - Roof: B 26 Panel Rib + Secondary Weight 2.500 Frame Weight) - Roof: B VPC Version :3.1 W 1> <W1 Date: 6/3/2002 Time: 9:23 AM Page: 6 of 70 Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight Panel Rib + Secondary Weight 1.10 + 8.750 Snow + Seismic 1.10 + 8.750 Snow + Seismic 1.10 + 8.750 Snow + Seismic 1.10 + 8.750 Snow + Seismic Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. No. Origin Factor Application Description No. Do Not Use Origin Factor Def H Def V Application Description 1 System System 1.000 60 0 0.750 Wl> Wl> 2 1.000 System 1.000 60 0 0.750 <W1 <W1 3 120 System 1.000 60 0 0.750 WP WP 4 0.750 <W4 System 1.000 60 0 0.600 E> E 5 System 1.000 60 0 0.600 <E <E No. Do Not Use Origin Factor Deflection Application Description 1 System System System System 1.000 120 0.750 Wl> WI 2 System 1.000 120 0.750 <W2 < W2 3 System 1.000 120 0.750 W3> W3 4 System 1.000 120 0.750 <W4 <W4 No. Do Not Use Origin Factor Application Description 1 2 3 System System System 1.000 1.333 1.333 1.0 D + 1.0 S 1.0D +1.0Wl> 1.0 D + 1.0 <W2 D + S D + Wl> D + <W2 No. Do Not Use Origin Factor Application Description 1 2 System System 1.333 1.333 1.0 W1> 1.0 <W2 W1> <W2 VP BUILDINGS VARCO- PRUDEN 4 5 X X System System System Design Load Combinations - Purlin No. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Do Not Use in System System System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Factor 1.000 1.000 1.333 1.333 1.333 1.333 1.333 1.333 1.333 1.333 1.333 1.333 1.333 1.333 1.333 1.700 1.333 1.700 Application 1.OD +1.00G +1.0L 1.OD +1.0CG +1.0S 1.OD +1.OW1 > +1.OWBI> 1.0 D + 1.0 <W2 + 1.0 WB1> 1.OD +0.500 S+ 1.0 W1 > +1.OWB1> 1.OD +0.500S +1.0 <W2 +1.0 WB1> 1.0 D + 1.0 CG + 1.0 S + 0.500 WI> + 0.500 WB1> 1.0 D + 1.0 CG + 1.0 S + 0.500 <W2 + 0.500 WB1> 1.OD +1.OW1 > +1.0 <WB1 1.OD +1.0 <W2 +1.0<WB1 1.OD +0.5005 +1.0 WI >+1.0<WB1 1.OD +0.5005 +1.0<W2 +1.0 <WB1 1.0 D +1.00G +1.0S +0.500 Wl> +0.500 <WBI 1.0 D + 1.0 CG + 1.0 S + 0.500 <W2 + 0.500 <WB1 1.0 D +1.00G +0.250S +1.0EB> 1.200 D + 1.200 CG + 0.250 S + 1.0 EB> 1.0 D + 1.0 CG + 0.250 S + 1.0 <EB 1.200 D + 1.200 CG + 0.250 S + 1.0 <EB Description D + CG + L D + CG + S D +W1 > +WB1> D +<W2 +WB1> D +S +WI > +WB1> D +S + <W2 +WB1> D +CG +S +WI > +WB1> D +CG +S + <W2+WB1> D +W1 > +<WB1 D + <W2 + <WB1 D +S +W1 > +<WB1 D +S +<W2 + <WB1 D +CG +S +W1 > +<WB1 D +CG +S + <W2 + <WB1 D +CG +S +EB> D +CG +S +EB> D +CG +S +<EB D +CG +S +<EB Design Load Combinations - Girt No. 2 3 4 Do Not Use Origin System System System System Factor 1.333 1.333 1.333 1.333 Application 1.0 WI> 1.0 <W2 1.0 W3> 1.0 <W4 Description WI> <W2 W3> <W4 Design Load Combinations - Roof - Design Load Combinations - Wall - Deflection Load Combinations - 1.333 1.333 1.333 Design Report CA0215390 -01 0.714 <E 1.0 W1> 1.0 <WI <E Wl> <W1 Date: 6/3/2002 Time: 9:23 AM Page: 7 of 70 Deflection Load Combinations - Purlin No. Do Not Use Origin System Factor 1.000 Deflection 150 Application 1.0 S Description S Deflection Load Combinations - Deflection Load Combinations - Roof - Panel No. Do Not Use Origin System Factor 1.000 Def H 150 Def V 150 Application 1.0 S Description S Load Type Descriptions VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 VP BUILDINGS VARCO PRUDEN D CG L AASL S *US1 *US2 PF1 PF2 W <W1 <W2 <W3 <W4 <W5 <W6 WPR WBI> WB2> WB3> WB4> WB5> WB6> E <E EG+ EB> FL *FL AL *AL> < *AL *AL *AL>(1) < *AL(1) *AL(1) *AL>(2) < *AL(2) *AL(2) *AL>(3) < *AL(3) *AL(3) *AL>(4) < *AL(4) *AL(4) *AL>(5) < *AL(5) * AL( 5 ) ALB> WALB> ALB >(1) WALB >(1) ALB >(2) WALB >(2) ALB >(3) WALB >(3) ALB >(4) WALB >(4) ALB >(5) WALB >(5) WALB UO U2 U4 U6 U8 UB UB2 UB4 VPC File:CA0215390- 010E1.vpc Material Dead Weight Collateral Load for Gravity Cases Live Load Alternate Span Live Load, Shifted Left Snow Load Unbalanced Snow Load 1, Shifted Left Unbalanced Snow Load 2, Shifted Left Partial Load, Full, 1 Span Partial Load, Full, 2 Spans Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, Ridge, Right Wind Brace Reaction, Case I, Right Wind Brace Reaction, Case 2, Right Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle 1 Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle 1 Wind, Aux Live Bracing Reaction, Right, Aisle 1 Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defined Load User Defined Load - 2 User Defined Load - 4 User Defined Load - 6 User Defined Load - 8 User Brace Reaction User Brace Reaction - 2 User Brace Reaction - 4 Design Report CA0215390 -01 C CU ASL^ PL2 US 1 * US2* SD PHI PH2 WI> W2> W3> W4> W5> W6> WP WPL <WB 1 <WB2 <WB3 <WB4 <WB5 <WB6 EG EG- <EB FL* FD AL *> <AL* AL* AL * >(1) <AL *(1) AL *(1) AL * >(2) <AL *(2) AL *(2) AL * >(3) <AL *(3) AL *(3) AL * >(4) <AL *(4) AL *(4) AL * >(5) <AL *(5) AL *(5) ALB <ALB <WALB <ALB(1) <WALB(1) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD U1 U3 U5 U7 U9 UB1 UB3 UB5 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 8 of 70 Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Wind Load, Case 1, Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, Ridge, Left Wind Brace Reaction, Case I, Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load - 1 User Defined Load - 3 User Defined Load - 5 User Defined Load - 7 User Defined Load - 9 User Brace Reaction - 1 User Brace Reaction - 3 User Brace Reaction - 5 VP BUILDINGS VARCO- PRUDEN UB6 UB8 R V User Brace Reaction - 6 User Brace Reaction - 8 Rain Load Shear User Applied Surface Loads (Local Coordinate System) Shape Design Report CA0215390 -01 UB7 UB9 T User Brace Reaction - 7 User Brace Reaction - 9 Temperature Load VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 9 of 70 Side A A A A A B B B B B PT PT PT PT PT PT PT PT PT PT Units k k k k k k k k k k Type W l> Wl > W l> Wl > W1 > W I> WI > W W W1> Description kicker kicker kicker kicker kicker kicker kicker kicker kicker kicker Mag 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 X -Loc 8/6/0 8/6/0 8/6/0 8/6/0 8/6/0 61/6/0 61/6/0 61/6/0 61/6/0 61/6/0 Y -Loc -3/5/1 -8/8/1 - 14/9/3 - 20/10/5 -26/11/7 -3/0/9 - 9/1/11 - 15/2/13 - 21/3/15 - 26/6/4 Frm N N N N N N N N N N Brc N N N N N N N N N N Grt N N N N N N N N N N Pur Y Y Y Y Y Y Y Y Y Y Pnl N N N N N N N N N N Supp. N N N N N N N N N N Dir. OUT OUT OUT OUT • OUT OUT OUT OUT OUT OUT Loc. OF OF OF OF OF OF OF OF OF OF Side Units Type Description Magl Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 2 3 plf plf CG CG bi -fold door wt. bi -fold door wt - 100.00 - 100.00 0/0/2 0/0/2 - 100.00 - 100.00 30/1/2 30/1/2 N N DOWN DOWN 1.000 1.000 OF OF VP BUILDINGS VNRCO- PRUDEN User Def ned Frame Line Loads for Cr Design Report CA0215390 -01 X ' 71L'S'- 91/11'R' -1 1/R "R' -1 1 /R' R' -1 1 /R "1 1 R' -1 1 /R"1R' -1 1 /R "1R' -1 1 /R" 1 7 1 7 1 Ror -n " 1 R-11 /R" '- 31/11- -2 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 10 of 70 VP BUILDINGS VARCO PRUDEN Design Report CA0215390 -01 H H H H M 2 F' H H H 1-4 H 4 H 22'_4" VPC File:CA0215390- 01OEl.vpc 24'-4" 7n' -n^ 24'-4" Date: 6/3/2002 Time: 9:23 AM Page: 11 of 70 i VPC Version :3.1 eacttons , , E cpaude+W R MO Shape : Hanger Builder Contact: John Bagley Name: Teton West Address: 4805 S 3300 W P.O. Box 122 City, State Zip: Rexburg, Idaho 83440 Country: United States Loads and Codes - Shape: Hanger Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies L ive Load Live Load: 20.00 psf Reducible Collateral Gravity:1.00 psf Collateral Uplift: 0.00 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Load Type Descriptions D CG L AASL US1* US2* SD W l> W2> W3> W4> W5> W6> WP WPL EG EG- FL* FD AL *> <AL* AL* AL * >(1) <AL *(1) AL *(1) AL * >(2) <AL *(2) AL *(2) AL * >(3) <AL *(3) AL *(3) AL * >(4) <AL *(4) AL *(4) AL * >(5) <AL *(5) VPC File:CA0215390- O1OEl.vpc Material Dead Weight Collateral Load for Gravity Cases Live Load Alternate Span Live Load, Shifted Left Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Wind Load, Case 1, Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, II Ridge, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Altemate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Design Report CA0215390 -01 Wind Load Wind Speed: 80.00 mph Wind Exposure: C Wind Enclosure: Enclosed Base Elevation: 0/0/0 Project: Larry Garrelts Hangar Reference: Jobsite: City, State Zip: Idaho County, Country: Bonneville, United States Built Up: 89AISC Cold Form: 89AISI Snow Load Roof Snow Load: 35.00 psf Snow Exposure Category: 3 Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Snow Load Unbalanced Snow Load 1, Shifted Left Unbalanced Snow Load 2, Shifted Left Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, Ridge, Right Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle 1 Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the Local Building Official or Project Engineer to obtain all code and loading information for this specific building site. C CU ASL^ S *US1 *US2 W <W1 <W2 <W3 <W4 <W5 <W6 WPR E <E EG+ FL *FL AL *AI> < *AL *AL *AL>(1) < *AL(1) *AL(1) *AI>(2) < *AL(2) *AL(2) *AL>(3) < *AL(3) *AL(3) *AL>(4) < *AL(4) *AL(4) *AL>(5) < *AL(5) VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 12 of 70 Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Seismic Load Seismic: Zone 3 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0641 Brace Redundancy Factor:1.3828 % Snow Used in Seismic: 25.00 VP BUILDINGS VARCO.rRUDEN AL *(5) AD U1 U3 U5 U7 U9 T Design Report CA0215390 -01 Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 Auxiliary Dead Load UO User Defined Load User Defined Load - 1 U2 User Defined Load - 2 User Defined Load - 3 U4 User Defined Load - 4 User Defined Load - 5 U6 User Defined Load - 6 User Defined Load - 7 U8 User Defined Load - 8 User Defined Load - 9 R Rain Load Temperature Load VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 13 of 70 Shape Overall Width Overall Length Floor Area (sq. ft) Wall Area (sq. ft.) Roof Area (sq. ft) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height Hanger 60/0/0 70/0/0 4200 4830 4215 18/0/0 18/0/0 1.000:12 1.000:12 20/6/0 VP BUILDINGS VARCO Overall Building Description Overall Sh D ption Design Report CA0215390 -01 a e escri Roof 1 Roof 2 A B From Grid 1 -A To Grid 1 -S Width 60/0/0 Length 70/0/0 Eave Ht. 18/0/0 Eave Ht. 2 18/0/0 Pitch 1.000:12 Pitch 2 1.000:12 Dist. to Ridge 30/0/0 Peak Height 20/6/0 H M 2 ti H H H H 4 H 77'-4" VPC File:CA0215390- 01OE1.vpc 21 71r -n" VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 14 of 70 No. Do Not Use Origin Factor Application Description 1 User 1.333 1.200 Wl> Wi 2 User 1.333 1.200 <W1 < W1 3 System 1.333 0.714 E> E 4 System 1.333 0.714 <E <E VP BUILDINGS VARCO PRUDEN Wall : 2 (Grid:A ) Design Load Combinations - Bracin Design Report CA0215390 -01 VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 15 of 70 X -Loc 23/4/0 46/8/0 Gridl - Grid2 A -3 A -2 Ld Load Combinations Hx Vy Hx Vy Cs (k) (k) (k) (k) 1 Wl> - 6.35 -8.23 -6.35 - - - 2 <W1 8.23 -6.35 - 6.35 - 3 E> - 4.30 - 5.58 -4.30 - - 4 <E 5.58 -4.30 - 4.30 - - - VP BUILDINGS VA RCO- PRUDEN Wall : 2 (Grid:A ) t1 22 -tq" Bracing Reaction from Wall • 2 Design Report CA0215390 -01 VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 27 -4" Date: 6/3/2002 Time: 9:23 AM Page: 16 of 70 ff Note: Reactions shown in the Bracing Reactions table are not included in the Frame Reactions table. Bracing reactions are produced from loads applied parallel to the ridge and Frame reactions from loads applied perpendicular to the ridge of the building. Combine per Code as needed. A rho factor of 1.38 is included in the seismic reactions. X -Loc 23/4/0 46/8/0 Grid 1 - Grid2 S -2 S -3 Ld Load Combinations Hx Vy Hx Vy Cs (k) (k) (k) (k) 1 Wi> -8.23 -6.35 - 6.35 - - - 2 <W1 - 6.35 8.23 -6.35 - - 3 F> -5.58 -4.30 - 4.30 4 <E - 4.30 5.58 -4.30 - - - VP BUILDINGS VARCO- PRUOEN Wall : 4 ( Grid :S ) 77-4" Bracing Reaction from Wall : 4 Design Report CA0215390 -01 73'-4" 77 -10" Note: Reactions shown in the Bracing Reactions table are not included in the Frame Reactions table. Bracing reactions are produced from loads applied parallel to the ridge and Frame reactions from loads applied perpendicular to the ridge of the building. Combine per Code as needed. A rho factor of 1.38 is included in the seismic reactions. VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 17 of 70 Vy >Hx No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 5 System 1.000 1.0 D+ 1.0 CG + 1.0 US 1 * D + CG + US 1 * 6 System 1.000 1.OD +1.00G +1.0 *US1 D +CG + *US1 7 System 1.333 1.0 D+ 1.0 W1> D+ W1> 8 System 1.333 1.0 D + 1.0 <W1 D + <W1 9 System 1.333 1.0 D + 1.,0 WP D + WP 10 System 1.333 1.OD +1.00G +0.2505 +0.760F> D +CG +S+E> 11 System 1.333 1.OD +1.00G +0.250S +0.760 <E D +CG +S + <E 12 System 1.333 1.0D +0.500S +1.0W1> D +S +W1> 13 System 1.333 1.0D +0.5005 +1.0 <W1 D +S + <W1 14 System 1.333 1.0 D + 0.500 S + 1.0 WP D +S +WP 15 System 1.333 1.OD +1.00G +1.OS +0.500W1> D +CG +S +W1> 16 System 1.333 1.0 D+ 1.0 CG+ 1.0 S+ 0.500 <W1 D +CG +S+<W1 17 System 1.333 1.0D +1.0CG +1.05 +0.500 WP D +CG +S +WP VP BUILDINGS VARCO PRUDEN Wall : 2, Frame at: 0/6/0 Design Load Combinations - Framin Design Report CA0215390 -01 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 18 of 70 Type X -Loc Grid l- Grid2 Exterior Column 0/0/0 4 -A Interior Column 18/6/0 4 -F Interior Column 41/6/0 4 -M Exterior Column 60/0/0 4 -S Base PlateWxL(in.) 8x10 8x10 8x10 8x10 Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 Hz (k) Anchor Bolt Qty/Diam. (in.) 2 - 0.750 2 - 0.750 2 - 0.750 2 - 0.750 Vy (k) Column Base Elev. 101' -0" 101' -0" 101' -0" 101' -0" - Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy 0.37 D LEHMELELELE - 0.34 - - 0.89 - - 0.89 - 0.34 - CG - 0.09 - - 0.27 - - 0.27 - 0.09 - L - 1.41 - - 4.31 - - 4.31 - 1.41 - ASL^ - -0.06 - - 0.43 - - 1.84 - 0.78 - ^ASL - 0.78 - - 1.84 - - 0.43 - -0.06 - S - 3.09 - - 9.42 - - 9.42 - 3.09 - US1* - 3.17 - - 9.01 - - 5.13 - 1.47 - *US1 - 1.47 - - 5.13 - - 9.01 - 3.17 - Wl> 0.87 -1.20 - 2.98 -3.48 - 2.98 -3.47 1.40 -1.00 - <W1 -1.40 -1.00 - -2.98 -3.47 - -2.98 -3.48 -0.87 -1.20 - WP 1.22 -1.26 - - -3.31 - - -3.31 -1.22 -1.26 - E> 0.05 - - 0.10 - - 0.10 - 0.05 - <E -0.05 - - -0.10 - - -0.10 - -0.05 - - X -Loc 0/0/0 18/6/0 41/6/0 60/0/0 Grid1 - Grid2 4 -A 4 -F 4 -M 4 -S Ld Description Hx (k) Vy (k) _ Hx (k) Hz (k) Vy (k) Hx (k) Hz (k) Vy (k) Hx (k) Vy (k) Cs (application factor not shown) --� N c+l V' h b 00 CT N . 'M-. D +CG +L - 1.85 - - 5.47 - - 5.47 - 1.85 - D + CG + ASL^ - 0.37 - - 1.59 - - 3.00 - 1.22 - D + CG + ^ASL - 1.22 - - 3.00 - - 1.59 - 0.37 - D + CG + S - 3.53 - - 10.58 - - 10.58 - 3.53 - D +CG +US1* - 3.61 - - 10.17 - - 6.29 - 1.90 - D +CG + *US1 - 1.90 - - 6.29 - - 10.17 - 3.61 - D +W1> 0.87 -0.85 - 2.98 -2.59 - 2.98 -2.58 1.40 -0.65 - D + <W1 -1.40 -0.65 - -2.98 -2.58 - -2.98 -2.59 -0.87 -0.85 - D + WP 1.22 -0.92 - - -2.42 - - -2.42 -1.22 -0.92 - D +CG +S +E> 0.04 1.21 - 0.08 3.52 - 0.08 3.52 0.04 1.21 - D + CG + S + <E -0.04 1.21 - -0.08 3.52 - -0.08 3.52 -0.04 1.21 - D +S +W1> 0.87 0.69 - 2.98 2.12 - 2.98 2.13 1.40 0.89 - D + S + <W 1 -1.40 0.89 - -2.98 2.13 - -2.98 2.12 -0.87 0.69 - VP BUILDINGS VARCO•PRUDEN W Frame at: 0/6/0 Frame t & Beam Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cross Section: 4 VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 Frame Reactions - Load Cases at Frame Cross Section: 4 sow Frame Type:Post & Beam x VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 19 of 70 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in (in-k) 0/0/0 4 -A 1.40 8 1.22 9 - 0.92 3.61 - - 18/6/0 - 4-F - - - - 2.98 2.98 2.59 10.58 - - - 41/6/0 4 -M - - - - 2.98 00 2.98 r 2.59 00 10.58 - - - 6 0/0/0 4 -S 1.22 9 1.40 7 - - 0.92 3.61 - - - - VP BUILDINGS VARCO- PRUDEN 14 15 16 17 D +S +WP D +CG +S +W1> D +CG +S +<W1 D +CG +S +WP Maximum Reactions Summary - Fra 1.22 0.44 -0.70 0.61 Design deport 02153. 91 0.63 2.93 3.03 2.90 1.49 -1.49 2.29 8.84 8.85 8.93 1:49 -1.49 2.29 8.85 8.84 8.93 -1.22 0.70 -0.44 -0.61 0.63 3.03 2.93 2.90 Date: 6/3/2002 Time: 9:23 AM Page: 20 of 70 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D+ 1.0 CG + 1.0 US1* D +CG +US1* 4 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D + CG + *US 1 5 System 1.333 1.OD +1.OWI> D +W1> 6 System 1.333 1.OD +1.0 <W1 D + <W1 7 System 1.333 1.0 D + 1.0 WP D + WP 8 System 1.333 1.0 D + 1.0 CG + 0.250 S + 0.760 E> D + CG +S + Ej 9 System 1.333 1.0 D+ 1.0 CG + 0.250 S+ 0.760 <E - D + CG + S + <E 10 System 1.333 1.OD +0.500S +1.OW1> D +S +W1> 11 System 1.333 1.0 D+ 0.500 S + 1.0 <W1 D + S + <W 1 12 System 1.333 1.0 D+ 0.500 S+ 1.0 WP D + S + WP 13 System 1.333 1.0D +1.0CG +1.0S +0.500W1> D +CG +S +WI> 14 System 1.333 1.0 D + 1.0 CG + 1.0 S + 0.500 <W1 D + CG + S + <W 1 15 System 1.333 1.0 D+ 1.0 CG+ 1.0 S+ 0.500 WP D +CG +S +WP VP BUILDINGS VARCO.PRUDEN Wall : 2, Frame at: 23/4/0 Design Load Combinations - Framin Design Report CA0215390 -01 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 21 of 70 Type X-Loc Grid1 - Grid2 Exterior Column 0/0/0 3 -A Exterior Column 60/0/0 3 -S Base Plate W x L (in.) 9 x 13 9 x 13 Base Plate Thickness (in.) 0.375 0.375 Vy Hx Vy Anchor Bolt Qty /Dian. (in.) 4 - 1.000 4 - 1.000 (application factor not shown) (k) (k) Column Base Elev. 100' -0" 100' -0" 1 Load Type Desc. Hx Vy Hx Vy - - 2 D Frm 1.25 2.47 -1.25 2.47 - - - CG Frm 0.42 0.69 -0.42 0.69 - - - L Frm 4.99 8.31 -4.99 8.31 - - - S Frm 14.56 24.24 -14.56 24.24 - - - US1* Frm 10.92 21.33 -10.92 15.02 - - - *US1 Frm 10.92 15.02 -10.92 21.34 - - - Wl> Frm -0.97 -7.33 10.84 -10.42 - - - <W1 Frm -10.84 -10.42 0.97 -7.33 - - - WP Frm -2.69 -8.87 2.69 -8.87 - - - E> Frm 2.17 1.34 2.18 -1.34 - - - <E Frm -2.17 -1.34 -2.18 1.34 - - - X -Loc 0/0/0 , 60/0/0 Gridl -Grid2 3 -A 3 -S Ld Cs Description Hx Vy Hx Vy (application factor not shown) (k) (k) (k) (k) 1 D + CG + L 6.66 11.47 -6.66 11.47 - - - 2 D + CG + S 16.23 27.40 -16.23 27.40 - - - 3 D +CG +US1* 12.59 24.50 -12.59 18.18 - - - 4 D +CG + *US1 12.59 18.18 -12.59 24.50 - - - 5 D + WI> 0.28 -4.86 9.60 -7.95 - - - 6 D + <W1 -9.60 -7.95 -0.28 -4.86 - - - 7 D + WP -1.44 -6.41 1.44 -6.41 - - - 8 D +CG +S +E> 7.01 10.27 -3.60 8.17 - - - 9 D +CG +S +<E 3.60 8.17 -7.02 10.27 - - - 10 D +S +W1> 7.56 7.25 2.31 4.17 - - - 11 D + S + <W 1 -2.31 4.17 -7.56 7.25 - - - 12 D +S +WP 5.84 5.71 -5.84 5.71 - - - 13 D +CG +S +W1> 15.74 23.73 -10.81 22.19 - - - 14 D +CG +S + <W1 10.81 22.19 -15.74 23.73 - - - 15 D + CG + S + WP 14.88 22.96 -14.88 22.96 - - - VP BUILDINGS VA RCO- RRUDEN Wall : 2, Frame at: 23/4/0 Frame ID:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cross Section: Frame Reactions - Load Cases at Frame Cross Section: VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 Frame Type:Rigid Frame x VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 22 of 70 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in (in-k) 0/0/0 3 -A 9.60 16.23 - - - - 7.95 27.40 IN -I - - - - 60/0/0 3 -S 16.23 di 9.60 l - - - - 7.95 i 27.40 - - - - VP BUILDINGS VARCO.PRUDEN Maximum Reactions Summary - Framin Design Report CA0215390 -01 Date: 6/3/2002 Time: 9:23 AM Page: 23 of 70 Bracin g X -Loc 0/0/0 60/0/0 Grid A -3 S -3 Description Diagonal bracing at base is attached to column. Reactions are NOT included with frame reactions. See wall elevation for reactions. Diagonal bracing at base is attached to column. Reactions are NOT included with frame reactions. See wall elevation for reactions. VPC File:CA0215390- 010E1 .vpc VPC Version :3.1 Type X -Loc Grid 1 - Grid2 0/0/0 Exterior Column 0/0/0 2 -A Exterior Column 60/0/0 2 -S Grid1 -Grid2 BasePlateWxL(in.) 9x13 9x13 Ld Base Plate Thickness (in.) 0.375 0.375 Hx Vy Anchor Bolt Qty/Diam. (in.) 4 - 1.000 4 - 1.000 (application factor not shown) (k) (k) Column Base Elev. 100' -0" 100' -0" 1 Load Type Desc. Hx Vy Hx Vy - - 2 D . Eww Lw Fw Lww 1.22 2.48 -1.22 2.47 - - - CG 0.40 0.68 -0.40 0.68 - - - L 4.75 8.22 -4.75 8.22 - - - S 13.85 23.97 -13.85 23.97 - - - US1* 10.37 21.10 -10.37 14.86 - - - *US1 10.40 14.86 -10.40 21.10 - - - Wl> -0.75 -7.26 10.51 -10.31 - - - <W1 -10.53 -10.31 0.77 -7.26 - - - WP -2.49 -8.78 2.49 -8.78 - - - E> 2.16 1.32 2.14 -1.32 - - - <E -2.16 -1.32 -2.14 1.32 - - - X -Loc 0/0/0 60/0/0 Grid1 -Grid2 2 -A 2 -S Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) 1 D + CG + L 6.36 11.38 -6.36 11.37 - - - 2 D + CG + S 15.46 27.14 -15.46 27.13 - - - 3 D + CG + US 1 * 11.99 24.26 -11.99 18.01 - - - 4 D +CG + *US1 12.01 18.02 -12.01 24.26 - - - 5 D + W 1> 0.47 -4.78 9.29 -7.84 - - - 6 D + <WI -9.32 -7.83 -0.44 -4.79 - - - 7 D + WP -1.27 -6.31 1.27 -6.31 - - - 8 D +CG +S +E> 6.77 10.19 -3.39 8.11 - - - 9 D +CG +S + <E 3.38 8.12 -6.76 10.18 - - - 10 D +S +W1> 7.39 7.21 2.37 4.15 - - - 11 D + S + <W 1 -2.39 4.16 -7.37 7.20 - - - 12 D +S +WP 5.66 5.68 -5.66 5.67 - - - 13 D +CG +S +W1> 15.09 23.51 -10.21 21.97 - - - 14 D +CG +S + <W1 10.20 21.98 -15.08 23.50 - - - 15 D + CG + S + WP 14.22 22.74 -14.22 22.74 - - - VP BUILDINGS VARCO- PRUDEN W Frame at: 46/8/0 Frame Frame VPC File:CA0215390- 01OE1.vpc Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cross Section: 2 Frame Reactions - Load Cases at Frame Cross Se Design Report CA0215390 -01 Frame Type:Rigid Frame x Date: 6/3/2002 Time: 9:23 AM Page: 24 of 70 VPC Version :3.1 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 2 -A 9.32 15.46 - - - - 7.83 27.14 N N - - - - 60/0/0 2 -S 15.46 9.29 h - - - - 7.84 i 27.13 - - - - VP BUILDINGS MARCO- PRUDEN Maximum Reactions Summary - Framin Design Report CA0215390 -01 Date: 6/3/2002 Time: 9:23 AM Page: 25 of 70 Bracin g X -Loc 0/0/0 60/0/0 Grid A -2 S -2 Description • Diagonal bracing at base is attached to column. Reactions are NOT included with reactions. See wall elevation for reactions. Diagonal bracing at base is attached to column. Reactions are NOT included with frame reactions. See wall elevation for reactions. VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0D +1.0CG +1.0US1* D +CG +US1* 4 System 1.000 1.0 D + 1.0 CG + 1.0 *US1 D+ CG + *US 1 5 System 1.333 1.OD +1.OW1> D +W1 6 System 1.333 1.0 D + 1.0 <W1 D + <W 1 7 System 1.333 1.0 D + 1.0 WP D + WP 8 System 1.333 1.0 D+ 1.0 CG + 0.250 S+ 0.760 F> D + CG + S + E> 9 System -1.333 1.OD +1.0CG +0.250S +0.760 <E - D +CG +S +<E 10 System 1.333 1.OD+0.500S +1.OW1> D +S +W1> 11 System 1.333 1.0 D + 0.500 S + 1.0 <W1 D +S +<W1 12 System 1.333 1.0D +0.5005 +1.0WP D +S +WP 13 System 1.333 1.0D +1.0CG +1.0S +0.500W1> D +CG +S +W1> 14 System 1.333 1.0 D+ 1.0 CG + 1.0 S+ 0.500<W1 D + CG + S + <W 1 15 System 1.333 1.0 D+ 1.0 CG + 1.0 S+ 0.500 WP D + CG + S + WP VP BUILDINGS VARCO•PRUDEN Wall : 2, Frame at: 69/0/0 Design Load Combinations - Framin Design Report CA0215390 -01 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 26 of 70 Type Interior Column Interior Column Interior Column Interior Column Interior Column X -Loc 20/10/5 26/11/7 33/0/9 39/1/11 45/2/13 Gridl -Grid2 1 -G 1 -J 1 -K 1 -L 1 -N Base PlateWxL(in.) 8x9 8x9 8x9 8x9 8x9 Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 0.375 Anchor Bolt Qty/Diam. (in.) 4 - 0.750 4 - 0.750 4 - 0.75 4 - 0.750 4 - 0.75 Column Base Elev. 15' -6" Hz Vy 15' -6' Hz 115' -6' 115' -6' 15' -6' Load Type Desc. Hx 0.77 V Hx IMMIE7 0.33 - - Vy Hx , Vy Hx - Vy D I L Lwwrwwwww - - 0.03 - - 0.04 - - 0.04 - - 0.03 - L 0.03 CG - - - - - - - _ - - - - 6.87 - US1* - - - - - - - - - - - - - - - *USI - - _ _ - - - - - - - - - - - WI> - 0.25 - - 0.28 - - 0.28 - - 0.25 - - 0.23 - <W1 0.10 -0.25 - 0.19 -0.28 - 0.23 -0.28 <W1 -5.41 -0.25 - -4.22 -0.23 WP - - - - - - - - - - - - - - - F> - - - - - - - - - - - - - - - <E - - - - - - - - - - - - - - - Type X -Loc Gridl -Grid2 Exterior Column 0/0/0 1 -A Interior Column 2/2/0 1 -B Interior Column 3/5/0 1 -C Interior Column . 8/8/1 1 -D Interior Column 14/9/3 1 -E Base Plate W x L (in.) 8x13 8x10 8x9 8x9 8x9 Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 0.375 Anchor Bolt Qty/Diam. (in.) 4 - 0.750 4 - 0.750 4 - 0.750 • 4 - 0.750 4 - 0.750 Column Base Elev. 100' -0" 100' -0" 15' -6" 15' -6" I5' -6" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy D ,ELELEwwwww 0.77 1.74 - - 0.33 - - 0.02 - - 0.03 - - 0.03 CG 1.81 3.36 - - - - - - - - - L 2.36 4.39 - - - - - - - _ - - - S 6.87 12.80 - - - - - - - - - - - - US1* 5.15 11.27 - - - - _ _ - _ - - - - *US1 5.15 7.93 - - - - - - - - - - - - Wl> -0.20 -3.87 - 4.22 - - 0.10 - - 0.19 - - 0.23 - <W1 -5.41 -5.50 - -4.22 - -0.10 -0.19 -0.23 WP -1.18 4.68 - - - - - - - - - - Fa 1.75 1.08 - 0.11 - - - - - - - - - - <E -1.75 -1.08 - -0.11 - - - - - - - - - - VP BUILDINGS MARCO- PRUOEN W: Frame at: 69/0/0 Frame Frame with Endposts Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cros VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 Frame Type:Rigid Frame, End Posts > Hx >Hx y 1 fR =1 1/1P? 1 /A "lf,' -1 1 /A "I F' -1 1 /R "I7 R' -1 R� " 17 ��� 7 1 1 R "Ifi' -1 1 /A "JR' -1 1 /A 'lfi' -1 1IA! -' '' 1 " -91' 1 1 1 1 7 1 7 X VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 27 of 70 Type X -Loc Gridl -Grid2 Interior Column 51/3/15 1 -P Interior Column 56/7/0 1 -Q Interior Column 57/10/0 1 -R Exterior Column 60/0/0 1 -S 14/9/3 Base Plate WxL(in.) 8x9 8x9 8x10 8x13 1 -E Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 Hz Anchor It Qty/Diam. (in.) - 0.750 4 - 0.75 4 - 0.750 4 - 0.750 � Column Base Elev. 15'-6' i�M 15' -6' 100' -0" 100' -0" (k Load Type Desc. Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy 1 D +CG +L w �w � �w �ww�ww - - 0.03 - - 0.02 - - 0.33 -0.77 1.74 - CG - D +CG +S - - - - - - - -1.81 3.36 - L - - - - - - - - - -2.36 4.39 - S - - - - - - - - - -6.87 12.80 - US1* - - - - - - - - - -5.15 7.93 - *US 1 - - - - - - - - - -5.15 11.27 - W I> - 0.19 - - 0.10 - - 4.22 - 5.41 -5.50 - <W1 -, *3 -0.19 7 D + WP -0.10 -2.94 - -4.22 - 0.20 -3.87 - WP - - - - - - - - - 1.18 -4.68 - E> - - - - - - - 0.11 - 1.75 -1.08 - <E - - - - - - - -0.11 - -1.75 1.08 - X -Loc 0/0/0 2/2/0 3/5/0 8/8/1 14/9/3 Gridl - Grid2 1 -A 1 -B 1 -C 1 -D , 1 -E Ld Descri'non Hx V Hx Hz VIM SE I MI1 III On I ra � ra =TA i�M Cs (a.. 'cation factor not shown (k (k) k) k (, - aminu .04 - i.04 - 1 D +CG +L 4.93 9.49 - - 0.33 - 0.03 1.02 - - i.03 - 0.04 1.03 2 D +CG +S 9.44 17.90 - - 0.33 - 0.02 - - 0.03 - 0.03 3 D +CG +US1* 7.73 16.37 - - 0.33 - - 0.02 - - 0.03 - - 0.03 4 D + CG + *US 1 7.73 13.04 - - 0.33 - D + WI> 0.02 - - 0.03 - 0.04 0.03 5 D +W1> 0.56 , -2.13 - 4.22 0.33 - • 1 0.02 , - 1 1 0.03 - 1 0.03 6 D + <W 1 -4.65 -3.76 - -4.22 0.33 - -1. 0 0.02 - -0 i 9 0.03 - -, *3 0.03 7 D + WP -0.42 -2.94 - - 0.33 - - 0.02 8 D +CG +S +E> 0.03 - - 0.03 8 D + CG + S + E> 5.62 9.13 - 0.08 0.33 - - 0.02 - - 0.03 - - 0.03 9 D +CG +S +<E 2.96 7.48 - -0.08 0.33 - - 0.02 - - 0.03 - - 0.03 10 D +S +W1> 4.00 4.27 - 4.22 0.33 - 0.10 0.02 - 0.19 0.03 - 0.23 0.03 11 D +S + <W1 -1.21 2.64 - -4.22 0.33 - -0.10 a .02 - -0.19 x.03 - -0.23 c.03 12 D + S + WP 3.02 3.46 - - 0.33 - - 0 12 - - 0.13 - - 0.13 13 D +CG +S +W1> 9.34 15.97 - 2.11 0.33 - 0.05 0.1 - 0.09 0.► - 0.11 0.1 14 D +CG +S + <W1 6.74 15.15 - -2.11 0.33 - -0.05 0.0 - -0.09 0.0 - -0.11 0.0 15 D + CG + S + WP 8.85 15.56 - - 0.33 - - 0.02 - - 0.03 - - 0.03 X -Loc 20/10/5 26/11/7 33/0/9 39/1/11 45/2/13 Gridl -Grid2 1 -G . 1 -J 1 -K 1 -L 1 -N Ld Description �IIII.AB.V3//iEINIMIIS I MI I I I 1y`� SE I MI1 III On I ra A I III ra =TA i�M 0 r Cs 1 (application factor not shown) D + CG + L - x.03 - .04 - i.04 - 4.03 - - 4.03 2 D + CG + S - 0.03 - 0.04 - 0.04 - 0.03 - - 0.03 3 D +CG +US1* - 0.03 - 0.04 - 0.04 - 0.03 - - 0.03 4 D + CG + *US 1 - 0.03 - 0.04 - 0.04 - 0.03 - - 0.03 5 D + WI> - 1 . 0.03 - ► 0.04 - ► : 0.04 - 1 . 0.03 - c.: 0.03 6 D +<W1 - -0'5 0.03 - -0'8 0.04 - -0'8 0.04 - -1'5 0.03 - -1,'3 0.03 7 D + WP - - 0.03 - - 0.04 - - 0.04 - - 0.03 - - 0.03 8 D +CG +S +E> - - 0.03 - - 0.04 - - 0.04 - - 0.03 - - 0.03 9 D + CG + S + <E - - 0.03 - -, 0.04 - - 0.04 - - 0.03 - - 0.03 10 D + S + W 1> - 0.25 0.03 - 0.28 0.04 - 0.28 0.04 - 0.25 1.03 - 0.23 0.03 11 D + S + <W 1 - -0.25 .03 - -0.28 `.04 - -0.28 .04 - -0.25 03 - -0.23 ■ .03 12 D +S +WP' - 0.13 - 0.14 - 0.14 - 0. 3 - 113 13 D +CG +S +W1> - 0.13 0.1 - 0.14 0.1• - 0.14 0.1• - 0.13 0.1. - 0.11 0. 14 D + CG + S + <W1 - -0.13 0.0 - -0.14 0.0 - -0.14 0.0 - -0.13 0.0 - -0.11 0.0 15 D +CG +S+WP - - 0.03 - - 0.04 - - 0.04 - - 0.03 - - 0.03 VP BUILDINGS VARCO- PRUDEN Frame Reactions - Load Cases at Frame Cross Section: 1 X= Loc 51/3/15 57/10/0 60/0/0 Gridl - Grid2 VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 1 -P 56/7/0 1 -Q 1 1 -R 1 -S VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 28 of 70 Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy Load Case o IN.. Cs (application factor not shown) Mom ccw (Mzz) (in -k) - (k) ( (k) (k) (k (k) i (k) (k) (k) - 5 1 D + CG + L 17.90 0.33 - 0 43 - - 0 i2 - 0.10 0.33 -4.93 9.49 - 2 D + CG + S - 03 - - ' .02 - 0.33 -9.44 17.90 - 3 D +CG +US1* - 0! - - 1.02 - - 0.33 -7.73 13.04 - 4 D + CG + *US 1 - - 0.03 - - 0.02 - 0.03 0.33 -7.73 16.37 - 5 D+ W1> - 0.1' 0.03 - 0.10 0.02 - 4.22 0.33 4.65 -3.76 - 6 D-4-<W1 - -t. ' 0.03 - -I. 1 0.02 - -4..2 0.33 -0.56 -2.13 - 7 D + WP - 0.04 0.03 - - 0.02 - - 0.33 0.42 -2.94 - 8 D + CG+ S + E> - - 0.03 - - 0.02 - 0.08 0.33 -2.96 7.48 - 9 D +CG +S + <E - - 0.03 - - 0.02 - -0.08 0.33 -5.62 9.13 - 10 . D + S + W 1> - 0.19 0.03 - 0.10 0.02 - 4.22 0.33 1.21 2.64 - 11 D + S + <W 1 - -0.19 1.03 - -0.10 1.02 - -4.22 0.33 -4.00 4.27 - 12 D + S + WP - - 1 03 - - 1 02 - - 0.33 -3.02 3.46 - 13 D +CG+S +W1> - 0.09 0., 0.10 0.05 0.k - 2.11 0.33 -6.74 15.15 - 14 D +CG +S + <W1 - -0.09 0.0 - -0.05 0.0. - -2.11 0.33 -9.34 15.97 - 15 D + CG + S + WP - - 0.03 _ - - 0.02 - - 0.33 -8.85 15.56 - X -Loc Grid Hrz left ( -Hx) (k) Load Case Hrz Right (Hx) (k) Load Case Hrz In ( -Hz) (k) Load Case Hrz Out (Hz) (k) Load Case Uplift ( -Vy) (k) Load Case Vrt Down (Vy) (k) Load Case o IN.. Mom cw ( -Mzz) (in -k) - Load Case - Mom ccw (Mzz) (in -k) - Load Case - 0 /0 /0 2/2/0 1 -A 1 -B 4.65 - 6 - 9.44 - 2 - - 4.22 - 6 - 4.22 - 5 3.76 - 6 - 17.90 0.33 - ' ' - - - - 0.10 0.10 - - 0.02 - - 8/8/1 - - - 0.19 0.19 - - 0.03 - - - 14/9/3 - - - 0.23 0.23 - - 0.03 - - - - 20/10/5 - - - - 0.25 - 1.03 - - - - 26/11/7 - - - - 0.28 --.0„28 - - 0.04 - - - - 33/0/9 - - - - 0.28 3 - 0.04 - - - - 39/1/11 - - - - 0.25 - 0.03 - - - - 45/2/13 - - - - 0.23 0.23 - - O. - - - - 51/3/15 - - - - 0.19 0.19 - - 0.03 - - _ - - - - 0.10 0.10 - - 002 - - - - 57/10/0 1 -R - - - - 4.22 6 4.22 5 - - 0.33 - - - - 60/0/0 1 -S 9.44 2 4.65 5 - - - - 3.76 5 17.90 - - - - VP BUILDINGS MARCO - PRUDEN Maximum Reactions Summary - Framin Design Report CA021535 ►1 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 29 of 70 No. Do Not Use Origin Factor Application Description 1 User 1.333 1.200 WI> Wl> 2 User 1.333 1.200 <W1 <W1 3 System 1.333 0.714 E> E> 4 System 1.333 0.714 <E <E VP BUILDINGS VARCO- PRUDEN Bracing` Summar DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal "X "- Bracing transmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal "X "- Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment - resisting frames, concentric braced frames utilizing tension /compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned connections, while moment frames are typically assumed to be AISC Type 1 Construction (rigid frames). with pinned base connections. DESIGN: Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member. Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL: Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. Shape : Hanger Loads and Codes - Shape: Hanger City: County: Bonneville Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies D ead and Collateral Loads Collateral Gravity:1.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C (1.115) Parts Wind Exposure Factor: 1.115 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 6/0/0 Basic Wind Pressure: 18.27 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Design Load Combinations - Bracin VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 State: Idaho Built Up: 89AISC Cold Form: 89AISI Roof Covering + Second. Dead Load: 2.05 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 3 (0.70) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 25.00 Seismic Snow Load: 8.75 psf Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N /A Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3059 Bracing Seismic Period: 0.1748 Framing R- Factor: 4.5000 Bracing R- Factor: 5.6000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0641 Brace Redundancy Factor:1.3828 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.1800 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 30 of 70 Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Member Type From FL To FL Start X Start Y End X • End Y Bracing Shape Length (ft) Design Axial (k) Diaph Action(k) Total Axial (k) Stress Ratio PU Design Status Diagonal 23/4/0 0 /0 /0 46/8/0 11/6/11 R 0.375 26.04 -1.57 0.00 -1.57 0.40 IN .--. . , , N .-. . . , N .. Yes Diagonal 23/4/0 11/6/11 46/8/0 0 /0 /0 R 0.375 26.04 -1.57 0.00 -1.57 0.40 Yes Strut 23/4/0 0 /0 /0 46/8/0 0 /0 /0 - 23.33 *1.01 0.00 1.01 - - Strut 1 /0 /0 0/0/0 23/4/0 0/0/0 - 22.33 *1.01 0.00 1.01 - - Strut 46/8/0 0 /0 /0 69/6/0 0 /0 /0 - 22.83 *1.01 0.00 1.01 - - Diagonal 23/4/0 11/6/11 46/8/0 21/4/13 R 0.5 25.32 -4.76 0.00 -4.76 0.69 Yes Diagonal 23/4/0 21/4/13 46/8/0 11/6/11 R 0.5 25.32 -4.76 0.00 -4.76 0.69 Yes Strut 23/4/0 11/6/11 46/8/0 11/6/11 - 23.33 *3.24 0.00 3.24 - - Strut 1 /0 /0 11/6/11 23/4/0 11/6/11 - 22.33 *1.83 0.00 1.83 - - Strut Kl V 46/8/0 11/6/11 69/6/0 11/6/11 - 22.83 *1.83 0.00 1.83 - - Diagonal 23/4/0 21/4/13 46/8/0 30/1/4 R 0.625 24.90 -7.32 0.00 -7.32 0.68 Yes Diagonal 23/4/0 30/1/4 46/8/0 21/4/13 R0.625 24.90 -7.32 0.00 -7.32 0.68 Yes Strut 23/4/0 21/4/13 46/8/0 21/4/13 - 23.33 *5.91 0.00 5.91 - - Strut 1/0/0 21/4/13 23/4/0 21/4/13 - 22.33 *1.52 0.00 1.52 - - Strut 46/8/0 21/4/13 69/6/0 21/4/13 - 22.83 *1.52 0.00 1.52 - - Strut 23/4/0 30/1/4 46/8/0 30/1/4 - 23.33 *7.56 0.00 7.56 - - Strut 1/0/0 30/1/4 23/4/0 30/1/4 - 22.33 *0.70 0.00 0.70 - - Strut 46/8/0 30/1/4 69/6/0 30/1/4 - 22.83 *0.70 0.00 0.70 - - VP BUILDINGS VARCO•PRUDEN 72 VPC File:CA0215390- 01OEl.vpc n,o Design Report CA0215390 -01 Bracing Member Design Summary: Roof : A Allow. Overstress: _ 2T -4" t_01_ + nL VPC Version :3.1 22'-1n" Date: 6/4/2002 Time: 6:49 AM Page:Z.efS * Axial Force Moved to Secondary Member 31 �1 Member Type From FL To FL Start X Start Y End X End Y Bracing Shape Length (ft) Design Axial (k) Diaph Action(k) Total Axial (k) Stress Ratio Ld Cs Design Status Diagonal 2 23/4/0 0/0/0 46/8/0 11/6/11 R 0.375 26.04 -2.09 0.00 -2.09 0.54 r. N i . I N I 1 I .-■ N Yes Diagonal 2 23/4/0 11/6/11 46/8/0 0/0/0 R 0.375 26.04 -2.09 0.00 -2.09 0.54 Yes Strut 2 23/4/0 0/0/0 46/8/0 0 /0 /0 - 23.33 *1.01 0.00 1.01 - Strut 1 0/6/0 0/0/0 23/4/0 0/0/0 - 22.83 *1.01 0.00 1.01 - - Strut 3 46/8/0 0/0/0 69/0/0 0/0/0 - 22.33 *1.01 0.00 1.01 - - Diagonal 2 23/4/0 11/6/11 46/8/0 21/6/11 R 0.5 25.39 -5.31 0.00 -5.31 0.77 Yes Diagonal 2 23/4/0 21/6/11 46/8/0 11/6/11 R0.5 25.39 -5.31 0.00 -5.31 0.77 Yes Strut 2 23/4/0 11/6/11 46/8/0 11/6/11 - 23.33 *3.72 0.00 3.72 - - Strut 1 0/6/0 11/6/11 23/4/0 11/6/11 - 22.83 *1.85 0.00 1.85 - - Strut 3 d 46/8/0 11/6/11 69/0/0 11/6/11 - 22.33 *1.85 0.00 1.85 - - Diagonal 2 23/4/0 21/6/11 46/8/0 30/1/4 R 0.625 24.85 -7.83 0.00 -7.83 0.72 Yes Diagonal 2 23/4/0 30/1/4 46/8/0 21/6/11 R0.625 24.85 -7.83 0.00 -7.83 0.72 Yes Strut 2 23/4/0 21/6/11 46/8/0 21/6/11 - 23.33 *6.40 0.00 6.40 - - Strut 1 0/6/0 21/6/11 23/4/0 21/6/11 - 22.83 *1.52 0.00 1.52 - - Strut 3 46/8/0 21/6/11 69/0/0 21/6/11 - 22.33 *1.52 0.00 1.52 - - Strut 2 23/4/0 30/1/4 46/8/0 30/1/4 - 23.33 *8.03 0.00 8.03 - - Strut 1 0/6/0 30/1/4 23/4/0 30/1/4 - 22.83 *0.69 0.00 0.69 - - Strut 3 46/8/0 30/1/4 69/0/0 30/1/4 - 22.33 *0.69 0.00 0.69 - - VP BUILDINGS VARCO.PRUDEN 27-10" 1.85.. Bracing Member Design Summary: Roof : B Allow. Overstress: = VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 23 -4" * Axial Force Moved to Secondary Member VPC Version :3.1 Date: 6/4/2002 Time: 6:49 AM Page1.3,e '5 3Z H 1-4 H 1.4 H Member Type From FL To FL Start X Start Y End X End Y Bracing Shape Length (ft) Design Axial (k) Diaph Action(k) Total Axial (k) Stress Ratio Ld Cs Design Status Diagonal - 23/4/0 0 /0 /0 46/8/0 18/0/0 R 0.75 29.47 -16.15 0.00 -16.15 0.81 VM . 1 8I Yes Diagonal 23/4/0 18/0/0 46/8/0 0/0/0 R 0.75 29.47 -16.15 0.00 -16.15 0.81 Yes Strut N M 23/4/0 18/0/0 46/8/0 18/0/0 - 23.33 *0.00 0.00 0.00 - - Strut 0/6/0 18/0/0 23/4/0 18/0/0 - 22.83 *0.00 0.00 0.00 - - Strut 46/8/0 18/0/0 69/0/0 18/0/0 - 22.33 *0.00 0.00 0.00 - - VP BUILDINGS VARCO- PRUDEN 27-1n" n no Design Report CA0215390 -01 74'-4" Bracing Member Design Summary: Sidewall • 2 Allo Overstress: = 77'-4" * Axial Force Moved to Secondary Member VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 Date: 6/4/2002 Time: 6:49 AM Page ef'5 33 non Member Type From FL To FL Start X Start Y End X End Y Bracing Shape Length (ft) Design Axial (k) Diaph Action(k) Total Axial (k) Stress Ratio Ld Cs Design Status Diagonal 2 - 23/4/0 0/0/0 46/8/0 18/0/0 R 0.75 29.47 -15.27 0.00 -15.27 0.77 Yes Diagonal 2 23/4/0 18/0/0 46/8/0 0/0/0 R 0.75 29.47 -15.27 0.00 -15.27 0.77 Yes Strut 2 rn 23/4/0 18/0/0 46/8/0 18/0/0 - 23.33 *0.00 0.00 0.00 - - Strut 1 1/0/0 18/0/0 23/4/0 18/0/0 - 22.33 *0.00 0.00 0.00 - - Strut 3 46/8/0 18/0/0 69/6/0 18/0/0 - 22.83 *0.00 0.00 0.00 - - VP BUILDINGS VARCO•PRUDEN 77-4" n on Design Report CA0215390 -01 79' -4" Bracing Member Design Summary: Sidewall : 4 All Ove rstress: = nnn nnn VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 77 - 1 n" Date: 6/4/2002 Time: 6:49 AM Pages 34- Axial Force Moved to Secondary Member De-TA I E D TAI L G 1 1 ' -3 1/14 5 6' -1 1/8'.6' -1 1/8':6' -1 1/8'.6' -1 1/8'!6' -1 1/8'.6' -1 1/8'6' -1 1/E5 1/1 1 1 1 1 6Q' -0" AtX 1 g 2 °' 5 Z +I 8 s a.I'S X 6 74.7n 9 x 74,73 ? I, g k. 2 I a L . =g,62 I .T./acI1.G VP BUILDINGS. VA RC:O'- PRUDENT. No w . S 5 BC.0 Page 3 4 s Z of - Date c: . 1'6 Prepared by k Reviewed by 1411AGE ATTAci-f al Is VP) of9_ 1 4°4 4,32-5 13ol-T5- , %TA IL- A • PUL etZ,L.,-t1 , STLI o uti J 0) e s:6.11,A,1 .r I (-01■11--1 No CA 14 5 330 - Page 3 4. of D Prepared by I Reviewed by / i / //' 1 ... JL x LIS r- AVo f\J-F5 • VP BUII_DINGS ..v.Rco -PR Ul)Eh1 iXoY JA-12) 1 4 2 ' It ( C4)- Vet A2,6 L-1 H - ei\IT (1\I 9 LS 1 L c • No Page 34,4 of Prepared by Reviewed by 7. 64 -iL x c LOS :,C /-; 3 <„,- ,431,; )< LON , `i c-1-7 (z) — 1\2 34 1/ 2 H- IF f2') 9th Ed. AISC SECTION CHECK Double Angles DESCRIPTION of MEMBER & LOCATION ACTUAL STRESSES f = 1.38 ksi Compression fbx top = 0 ksi Tension fbx bottom = 0 ksi Tension f = 0 ksi K t C.14 Axial Load = 3 kips (Compression) 'X' Axis Moment = 0 kip - inches; (Top flanges in Compression) Y' Axis Moment = 0 kip- inches Unsupported Lx = 9 Feet Allowable Stress = 1.33 K 1.0 F =36ksi C 1 K 1.0 F„= 58ksi Cb= 1.00 USE: Area (in _ (2) 3x3x3/1 6 Angles l (in _ F = 36 ksi l (in _ Provide (2) 0.375 in. thick spacers @ 36 in. O /C. Combined Stress Ratio = 0.10 OK Compression Side Governs 2.18 1.924 4.137 < -- AXIAL - -> <-- STRONG AXIS BENDING - -> <- -WEAK AXIS BENDING - -> AISC SPECIFICATIN.y;CtEI AISC9THst.xls Qs = r = r y = 0.375 in. space 0.91 0.94 1.38 F = Fbx top = Fbx bottom = Fey = 'Eq. A -B5 -1 3 in ALLOWABLE STRESSES 14.2 ksi (Eq. A- B5-11) I 31.6 ksi (Sec. 5.1.2) 31.6 ksi (Sec.5.1.2) 26.2 ksi (Sec. 5.1.1) Max Slender Ratio = 115 < 200 OK Member Weight = 7.42 lbs. /ft. Design procedure based on provisions in AISC -ASD including appropriate Sections from Specification for Allowable Stress Design of Single Angle Members. F .82 in. tJ 2.18 in. eI BR17A2 FIELD LOCATE AND DRILL (4) 9/16" DIA HOLES FOR 1/2" x 1 1/2" A325 BOLTS (49080) 4 PER PURLIN FOR STRUT CONNECTION CABLE S_T R „T' CO \ \ECTIO\ GABLE STRUT CONNECTOR TO PURLINS BR17A1V2 R 07/01/95 GABLE STRUT TO PURLIN CONNECTOR %tZ6A J) BR17A1 VP BUILDINGS VARCO- PRUDEN 9th Ed. AISC SECTION CHECK Wide Flange Section Job No. :A0215390 -0 Page: 34, 7 0 Date: 05/31/02 Prepared By: RMS Location: 0 Rev 4, 08/22/01 DESCRIPTION of MEMBER & LOCATION BI -F-E=4,19 00-Drt, M E 1NPUTZ AT Axial Load = 'X' Axis Moment = 'Y' Axis Moment = Shear Load = 10 kips 222 kip- inches 0 kip- inches 4.1 kips F = 36 ksi F„ = 58 ksi C = 1 Cm = 1 Unsupported Lx = 18 Feet Unsupported Ly = 18 Feet Unsupported Lb = 18 Feet Allowable Stress = 1.33 K = 1 K = 1 Cb = 1 MEMBER" DATA &PRO?ERTIES USE: W8X31 F = 36 ksi Area (in`) = Full I (in = Eff. I, (in = Eff. S (in") = 9.13 110 110 28 l (in = S (in = O = 37.1 9.27 1.00 r = r = requiv = 3.47 2.02 2.93 RESULTS ACTUAL STRESSES 1.1 8.1 0.0 1.8 f = f = f = f„ = ksi ksi ksi ksi < -- AXIAL - -> <--"X" BENDING - -> <--"Y" BENDING - -> < -- SHEAR - -> ALLOWABLE STRESSES F = 16.1 ksi Fbx = 28.7 ksi Fby = 35.9 ksi F„ = 19.2 ksi (Eq. A- B5 -11) (Eq. F1-6) (Eq. F2 -1) (Eq. F4 -1) Combined Stress Ratio = 0.35 OK (Chap. H, Eq. H1 - 3) Shear Stress Ratio = 0.09 OK AISC:v°SPECIFICATION °CHECK$ NOTE: No bolt holes were calculated in flanges at point of Max. stress. No stiffs required. MAX Slender Ratio = 106.9 < 200 AISC9THst.xls No. Do Not Use Origin Factor Application Description 1 .--, N C V System 1.000 1.0 D+ 1.0 CG + 1.0 L D + CG + L 2 System System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 1.333 System Derived 1.333 1.0 D+ 1.0 W1 >+ 1.0 WB1> D+ W1 >+ WB1> 4 1.0 <W4 System Derived 1.333 1.0 D + 1.0 <W2 + 1.0 WB 1> D + <W2 + WB 1> 5 <W4 System Derived 1.333 1.OD +0.500S +1.OW1 > +1.OWB1> D +S +WI > +WB1> 6 System Derived 1.333 1.0 D + 0.500 S + 1.0 <W2 + 1.0 WB 1> D + S + <W2 + WB 1> 7 System Derived 1.333 1. OD +1.00G +1.OS+0.500W1 > +0.500WB1> D +CG +S +W1 > +WB1> 8 System Derived 1.333 1.0 D + 1.0 CG + 1.0 S + 0.500 <W2 + 0.500 WB 1> D + CG + S + <W2 + WB I> 9 System Derived 1.333 1.0 D + 1.0 W 1> + 1.0 <WB1 D + W 1> + <WB 1 10 System Derived 1.333 1.0 D + 1.0 <W2 + 1.0 <WB 1 D + <W2 + <WB 1 11 System Derived 1.333 1.0D +0.5005 +1.0W1 > +1.0 <WB1 D +S +WI > + <WB1 12 System Derived 1.333 1.0 D + 0.500 S + 1.0 <W2 + 1.0 <WB 1 D + S + <W2 + <WB 1 13 System Derived 1.333 1.0 D + 1.0 CG + 1.0 S + 0.500 W 1> + 0.500 <WB 1 D + CG + S + W 1> + <WB I 14 System Derived 1.333 1.0 D + 1.0 CG + 1.0 S + 0.500 <W2 + 0.500 <WB 1 D + CG + S + <W2 + <WB 1 15 System Derived 1.333 1.0 D + 1.0 CG + 0.250 S + 1.0 EB> D + CG + S + EB> 16 System Derived 1.700 1.200 D + 1.200 CG + 0.250 S + 1.0 EB> D + CG + S + EB> 17 System Derived 1.333 1.0 D + 1.0 CG + 0.250 S + 1.0 <EB D+CG+S+<EB 18 System Derived 1.700 1.200 D + 1.200 CG + 0.250 S + 1.0 <EB D+CG+S+<EB No. Do Not Use Origin Factor Application Description ,--.N t+IV .--, N C V System 1.333 1.0 W1> WI> 0.750 W1> System 1.333 1.0 <W2 <W2 120 System 1.333 1.0 W3> W3> 1.000 System 1.333 1.0 <W4 <W4 No. Do Not Use Origin Factor Deflection Application Description .--, N C V System 1.000 120 0.750 W1> WI> System 1.000 120 0.750 <W2 <W2 System 1.000 120 0.750 W3> W3> System 1.000 120 0.750 <W4 <W4 VP BUILDINGS VARCO PRUDEN o Secon Sui�tlmar _... Loads and Codes - Shape: Hanger City: County: Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies Dead and Collateral Loads Collateral Gravity:1.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C (1.115) Parts Wind Exposure Factor: 1.115 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 6 /0 /0 Basic Wind Pressure: 18.27 psf Design Load Combinations - Purlin Design Load Combinations - Girt Deflection Load Combinations - Purlin Deflection Load Combinations - Girt VPC File:CA0215390- 01OE1.vpc Design Report CA021 5390 -01 Bonneville State: Idaho Built Up: 89AISC Cold Form: 89AISI Roof Covering + Second. Dead Load: 2.05 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 3 (0.70) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 25.00 Seismic Snow Load 8.75 psf VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 35 of 70 Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N /A Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3059 Bracing Seismic Period: 0.1748 Framing R- Factor: 4.5000 Bracing R- Factor: 5.6000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0641 Brace Redundancy Factor:1.3828 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.1800 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. No. 1 Do Not Use Origin System Factor 1.000 Deflection 150 Application 1.0 S Description S Des Id Len (ft) Description Design Status Detail Lap (in.) Exterior Interior Exterior % Bnd % Shr % Cmb % Wcp h H Ul Vl Vl h • h Lap (in.) % Bnd % Shr % Cmb % Wcp p % Bnd % Shr % Cmb % Wcp _ _ IC Lap (in.) 1,1 2.17 8.50x0.059 C Sim Yes (1J4609) 18.29 Wl> 0.00 ( [14693) 0.02 0.00 0.02 0.00 M Nl PI M M ( [14798) 30.47 Wl> 0.00 2,1 2.17 8.50x0.059 Z Sim Yes 0.02 0.00 0.02 0.00 3,1 1.25 8.50x0.059 C Sim Yes 0.01 0.00 0.01 0.00 3,2 5.26 8.50x0.059 C Sim Yes 0.12 0.00 0.12 0.00 4,1 3.10 8.50x0.059 C Sim Yes 0.04 0.00 0.04 0.00 4,2 6.09 8.50x0.059 C Sim Yes 0.16 0.00 0.16 0.00 4,3 6.09 8.50x0.059 C Sim Yes 0.16 0.00 0.16 0.00 4,4 6.09 8.50x0.059 C Sim Yes O 0.17 0.00 0.17 0.00 4,5 6.09 8.50x0.059 C Sim Yes 0.16 0.00 0.16 0.00 4,6 6.09 8.50x0.059 C Sim Yes 0.16 0.00 0.16 0.00 4,7 3.10 8.50x0.059 C Sim Yes 0.04 0.00 0.04 0.00 5,1 5.26 8.50x0.059 C Sim Yes 0.12 0.00 0.12 0.00 5,2 1.25 8.50x0.059 C Sim Yes 0.01 0.00 0.01 0.00 6,1 2.17 8.50x0.059 C Sim Yes 0.02 0.00 0.02 0.00 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 0.00 (1J7701) 3.75 h H Ul Vl Vl h • h Wl> 0.00 ( [14799) 6.10 Wl> d" 0.00 ( [14693) 12.19 Wl> 0.00 (1J4609) 18.29 Wl> 0.00 ( [14693) 24.38 Wl> 0.00 ( [14798) 30.47 Wl> 0.00 ( [17700) 2.50 Wl> VP BUILDINGS vARc O- PRUDEN Wall : 1 �� rJ■mmui=xrraa1rFnr Es1•■•=w2a•MoNA_ N 1 1 1 asonry pi . 5' -3 1/1R" R' -1 1 /R" Dimension Key 1 2' -2" 2 1' -3" 3 4'-4 3/4" Maximum Secondary Designs for Shape Hander Maximum Secondary Deflections for Shape Hanger on Si VPC File:CA0215390- 01OE1.vpc Design Report CA021535 O1 I R' -11 /R" R' -11 /R" R'-1 1/R" Rn' -n" R-1 1/R" R' - 1 1/A" I Not by R-1 1 /R" 5- 31/18 " © VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 36 of 70 asonry VP BUILDINGS VARCO- PRUDEN 5 6 2 Design Report CA0215390 -01 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 37 of 70 Design Id Segment Deflection(in.) Ratio Detail Exterior Interior Exterior Des 1.45 Description Design Lap % % % % (U202) Lap % % % • % (U203) % % % % 1.20 Lap Id Wl> Status (in.) Bnd Shr Cmb Wcp (in.) Bnd Shr Cmb Wcp Bnd Shr Cmb Wcp (in.) 23.33 8.50x0.065 C Sim Yes 1.02 0.00 1.02 0.00 _ 23.33 8.50x0.073 C Sim Yes 0.90 0.00 0.90 0.00 23.33 8.50x0.065 C Sim Yes 0.97 0.00 0.97 0.00 23.33 8.50x0.073 Z Sim Yes 0 0.88 0.00 0.88 0.00 23.33 8.50x0.073 Z Sim Yes 0.92 0.00 0.92 0.00 23.33 8.50x0.065 Z Sim Yes 1.03 0.00 1.03 0.00 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description - 1.45 (11189) 12.00 Kl V• Vl ■l N V1 WI> 1.39 (U202) 34.83 WI> 1.32 (U203) 57.67 WI> 1.20 (11228) 12.00 Wl> 1.31 (I/214) 34.83 W l> 1.25 (11214) 57.67 WI> VP UILDINGS VARCO•PRUDEN Wall :2 Dimension Key 1 6" 2 1' -0" 99' -1 n" 1 Maximum Secondary Designs for Shape Hanger on Side 2 Maximum Secondary Deflections for Shape Hanger on Side 2 Design Report CA 02153! 01 7n -n. '7 -d" Date: 6/3/2002 Time: 9:23 AM Page: 38 of 70 Q 9 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 92 9) 1,1 '' l'' 1 , 1 - /� /i // ii /m∎ip vir: 1,4iir rifsii / /ii / /i∎ VP UILDINGS VARCO•PRUDEN Wall :2 Dimension Key 1 6" 2 1' -0" 99' -1 n" 1 Maximum Secondary Designs for Shape Hanger on Side 2 Maximum Secondary Deflections for Shape Hanger on Side 2 Design Report CA 02153! 01 7n -n. '7 -d" Date: 6/3/2002 Time: 9:23 AM Page: 38 of 70 Q 9 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 VP BUILDINGS VARCO•PRUDEN Wall : 3 Dimension Key 1 4' -0" 91 t 1 9 1 9 94 1K-R" Maximum Secondary Designs for Shape Hanger on Side 3 Maximum Secondary Deflections for Shape Hanger on Side 3 VPC File:CA0215390- 01OE1.vpc Design Report CA021535 01 9 i'-n" 113 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 39 of 70 Design Id 1 1 1 2 2 2 3 3 3 Segment 1 2 3 2 3 1 2 3 Deflection(in.) 0.69 1.31 0.69 0.56 1.18 0.56 0.43 1.18 0.43 Ratio (11321 ) ( U211 ) (11321 ) (11395 ) (11234 ) (U395) (U517) (11234 ) (11517 ) Location(ft) 9.00 30.00 50.50 9.50 30.00 51.00 9.50 30.00 50.50 Load Case 5 5 5 5 5 5 5 5 5 Description Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Lap % % % % L % % % % L Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp (in.) Bnd Shr Cmb Wcp Bnd Shr Cmb Wcp (in.) 18.50 8.50x0.059 C Sim Yes 0.79 0.00 0.79 0.00 23.00 8.50x0.073 C Sim Yes 0.87 0.00 0.87 0.00 18.50 8.50x0.059 C Sim Yes 0.79 0.00 0.79 0.00 18.50 8.50x0.059 Z Sim Yes 0.71 0.00 0.71 0.00 N N 23.00 8.50x0.065 Z Sim Yes O 0.91 0.00 0.91 0.00 18.50 8.50x0.059 Z Sim Yes 0.71 0.00 0.71 0.00 18.50 8.50x0.059 Z Sim Yes 0.54 0.00 0.54 0.00 23.00 8.50x0.059 Z Sim Yes 0.97 0.00 0.97 0.00 18.50 8.50x0.059 Z Sim Yes 0.54 0.00 0.54 0.00 VP BUILDINGS VARCO•PRUDEN Wall : 3 Dimension Key 1 4' -0" 91 t 1 9 1 9 94 1K-R" Maximum Secondary Designs for Shape Hanger on Side 3 Maximum Secondary Deflections for Shape Hanger on Side 3 VPC File:CA0215390- 01OE1.vpc Design Report CA021535 01 9 i'-n" 113 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 39 of 70 Design Id 1 1 1 2 2 2 3 3 3 Segment 1 2 3 2 3 1 2 3 Deflection(in.) 0.69 1.31 0.69 0.56 1.18 0.56 0.43 1.18 0.43 Ratio (11321 ) ( U211 ) (11321 ) (11395 ) (11234 ) (U395) (U517) (11234 ) (11517 ) Location(ft) 9.00 30.00 50.50 9.50 30.00 51.00 9.50 30.00 50.50 Load Case 5 5 5 5 5 5 5 5 5 Description Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Design Id Segment Deflection(in.) Ratio Detail Exterior Interior Exterior Des Len Description Design Lap % % % % (11351 ) Lap % % % % (U214) % % % % 0.76 Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp (in.) Bnd Shr Cmb Wcp Bnd Shr Cmb Wcp (in.) 0.00 23.33 8.50x0.065 C Sim Yes 0.00 (U7884) 6.00 WI> 0.97 0.00 0.97 0.00 I NNNMCn I 27.92 8.50x0.065 C Sim Yes 0.89 0.34 0.89 0.00 23.33 8.50x0.065 Z Sim Yes 1.03 0.00 1.03 0.00 27.92 8.50x0.065 Z Sim Yes 0.95 0.32 0.95 0.00 14.25 8.50x0.082 C Sim Yes 0.33 0.00 0.33 0.00 V 14.25 8.50x0.082 C Sim Yes 0.38 0.00 0.38 0.00 6.75 8.50x0.059 C Sim Yes 0.13 0.00 0.13 0.00 6.75 8.50x0.059 Z Sim Yes 0.10 0.00 0.10 0.00 12.00 8.50x0.059 C Sim Yes 0.05 0.00 0.05 0.00 22.83 8.50x0.082 Z Sim Yes 0.91 0.00 0.91 0.00 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1.32 (L/203) 12.00 Vl Vl Vl v1 Vl Vl N b Vl vl Wl> 0.80 (11351 ) 33.83 WI> 1.25 (U214) 12.00 WI> 0.76 (11369) 33.83 Wl> 0.25 (L/671 ) 7.00 WI> V 0.29 (11588) 7.00 WI> 0.00 (115957) 3.00 W3> 0.00 (118207) 3.00 W3> 0.00 (U7884) 6.00 WI> 1.38 (U198) 11.50 Wl> VP BUILDINGS VARCO Wall : 4 Dimension Key 1 1' -0" 2 6" 3 3'-0 3/4" 4 2' -9" 5 4' -7" Design Report CA021535 01 Ana" Maximum Secondary Designs for Shape Hanger on Side 4 Maximum Secondary Deflections for Shape Hanger on Side 4 VPC File:CA0215390- 01OE1.vpc 7n' -n" 1' 27 -1 n" Date: 6/3/2002 Time: 9:23 AM Page: 40 of 70 VPC Version :3.1 Design Id Segment Deflection(in.) Ratio Detail Exterior Interior Exterior Des Len Description Design Lap % % % % 34.83 Lap % % % % % % % % -0.86 Lap Id (ft) S Status (in.) Bnd Shr Cmb Wcp U (in.) Bnd Shr Cmb Wcpi U Bnd Shr Cmb Wcp U (in.) 23.33 8.50x0.092 Z Con Yes 36 0.88 0.07 0.95 0.00 0.59 0.19 0.59 0.75 I N N N N N N N N N N N N 30 23.33 8.50x0.065 Z Con Yes 12 0.59 0.17 0.59 0.75 12 0.87 0.51 0.87 0.00 0.66 0.22 0.66 0.90 12 23.33 8.50x0.082 Z Con Yes 42 0.66 0.25 0.66 0.90 30 0.85 0.35 0.85 0.00 23.33 8.50x0.120 Z Con Yes 36 0.94 0.05 0.94 0.00 0.58 0.14 0.58 0.59 36 23.33 8.50x0.065 Z Con Yes 12 0.58 0.11 0.58 0.59 12 0.87 0.56 0.87 0.00 0.72 0.20 0.72 0.89 12 23.33 8.51;1x0.092 Z Con Yes 42 0.72 0.23 0.72 0.89 36 0.89 0.29 0.89 0.00 23.33 8.50x0.120 Z Con Yes 36 0.82 0.04 0.96 0.00 0.52 0.13 0.52 0.55 24 23.33 8.50x0.073 Z Con Yes 12 0.52 0.11 0.52 0.55 12 0.48 0.16 0.92 0.00 0.66 0.18 0.66 0.82 12 23.33 8.50x0.092 Z Con Yes 42 0.66 0.21 0.66 0.82 30 0.89 0.29 0.89 0.00 23.33 8.50x0.105 Z Con Yes 36 0.93 0.06 0.93 0.00 0.63 0.17 0.63 0.72 36 N V 23.33 8.50x0.065 Z Con Yes 12 0.63 0.14 0.63 0.72 N 12 0.87 0.56 0.87 0.00 N 0.72 0.20 0.72 0.89 12 23.33 8.50x0.092 Z Con Yes 42 0.72 0.23 0.72 0.89 36 0.89 0.29 0.89 0.00 23.33 8.50x0.105 Z Con Yes 36 0.97 0.06 0.97 0.00 0.57 0.15 0.57 0.66 30 23.33 8.50x0.065 Z Con Yes 12 0.57 0.13 0.57 0.66 12 0.85 0.52 0.85 0.00 0.71 0.23 0.71 0.96 12 23.33 8.50x0.082 Z Con Yes 42 0.71 0.27 0.71 0.96 36 0.92 0.37 0.92 0.00 23.33 8.50x0.082 Z Con Yes 36 1.03 0.10 1.03 0.00 0.65 0.26 0.65 0.91 36 23.33 8.50x0.059 Z Con Yes 12 0.65 0.22 0.65 0.91 12 0.79 0.60 0.79 0.00 0.68 0.23 0.68 0.93 12 23.33 8.50x0.082 Z Con Yes 42 0.68 0.27 0.68 0.93 42 0.83 0.34 0.83 0.00 23.33 8.50x0.082 EZ Sim Yes 0 0.68 0.00 0.68 0.00 23.33 8.50x0.092 EZ Sim Yes 0 0.37 0.00 0.98 0.00 23.33 8.50x0.082 EZ Sim Yes 0 0.71 0.00 0.71 0.00 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description ,-. N r N -0.96 (IJ279) 11.00 19 S -0.12 (112286) 34.83 19 S -1.17 (U233) 59.67 19 S -0.86 (11311) 11.00 19 S -0.16 (111731) 34.83 19 S VP BUILDINGS VARCO- PRUDEN Roof :A L 71 3,1 41 1,2 71 7 7 1 3 7,4 t 77'-4" Maximum Secondary Designs for Shape Hanger on Side A Maximum Secondary Deflections for Shape Hanger on Side A VPC File:CA0215390- 01OE1.vpc Design Report CA021539 91 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 41 of 70 VP BUILDINGS VARCO- PRUDEN 2 3 3 3 4 4 4 5 5 5 6 6 6 7 7 7 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Design Report CA0215390 -01 -1.21 (1/226) 59.67 19 -0.88 (1/304) 11.00 19 -0.14 (111963) 34.83 19 -1.21 ( 1/226 ) 59.67 19 -0.97 (1/275) 11.00 19 -0.15 (111842) 34.83 19 -1.21 ( 1/226 ) 59.67 19 -0.91 (11296) 11.00 19 -0.14 (1/2056) 34.83 19 -1.23 (11223) 59.67 19 -1.02 (1/263) 11.00 19 -0.12 (112244) 34.83 19 -1.11 (1/246) 59.67 19 -1.21 (1/222) 12.00 19 -1.29 (11217) 34.83 19 -1.32 (11207) 58.17 19 s s s s s s s s s s s s s s s s VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 42 of 70 Design Id Segment Deflection(in.) Ratio Detail Exterior Interior Exterior Des Len Description Design Lap % % % % 35.33 Lap % % % % 59.17 % % % % (U225) Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp (in.) Bnd Shr Cmb Wcp Bnd Shr Cmb Wca _ (in.) 23.33 8.50x0.082 Z Con Yes 42 0.85 0.35 0.85 0.00 0.66 0.25 0.66 0.90 I N N NN N N N N N N N N 30 23.33 8.50x0.065 Z Con Yes 42 0.66 0.22 0.66 0.90 12 0.87 0.51 0.87 0.00 0.59 0.17 0.59 0.75 12 23.33 8.50x0.092 Z Con Yes 42 0.59 0.19 0.59 0.75 30 0.95 0.07 1.02 0.00 23.33 8.50x0.092 Z Con Yes 42 0.89 0.29 0.89 0.00 0.72 0.23 0.72 0.89 36 23.33 8.50x0.065 Z Con Yes 42 0.72 0.20 0.72 0.89 12 0.87 0.56 0.87 0.00 0.63 0.14 0.63 0.72 12 23.33 8.50x0.105 Z Con Yes 42 0.63 0.17 0.63 0.72 36 0.93 0.06 0.93 0.00 23.33 8.50x0.092 Z Con Yes 42 0.89 0.29 0.89 0.00 0.66 0.21 0.66 0.82 30 23.33 8.50x0.073 Z Con Yes 42 0.66 0.18 0.66 0.82 12 0.48 0.16 0.92 0.00 0.52 0.11 0.52 0.55 12 23.33 8.50x0.120 Z Con Yes 42 0.52 0.13 0.52 0.55 24 0.82 0.04 0.96 0.00 23.33 8.50x0.092 Z Con Yes 42 0.89 0.29 0.89 0.00 0.72 0.23 0.72 0.89 36 ' 7 ' 23.33 8.50x0.065 Z Con Yes 42 0.72 0.20 0.72 0.89 12 0.87 0.56 0.87 0.00 N 0.63 0.14 0.63 0.72 12 23.33 8.50x0.105 Z Con Yes 42 0.63 0.17 0.63 0.72 36 0.93 0.06 0.93 0.00 23.33 8.50x0.082 Z Con Yes 42 0.80 0.00 0.80 0.00 0.74 0.27 0.74 0.96 42 23.33 8.50x0.065 Z Con Yes 42 0.74 0.23 0.74 0.96 42 0.74 0.48 0.74 0.00 0.59 0.13 0.59 0.66 42 23.33 8.50x0.105 Z Con Yes 42 0.59 0.16 0.59 0.66 42 1.03 0.07 1.03 0.00 23.33 8.50x0.082 Z Con Yes 42 0.83 0.34 0.83 0.00 0.68 0.27 0.68 0.93 42 23.33 8.50x0.059 Z Con Yes 42 0.68 0.23 0.68 0.93 12 0.78 0.60 0.78 0.00 0.60 0.17 0.60 0.77 12 23.33 8.50x0.092 Z Con Yes 42 0.60 0.20 0.60 0.77 36 1.01 0.08 1.01 0.00 23.33 8.50x0.082 EZ Sim Yes 0 0.71 0.00 0.71 0.00 23.33 8.50x0.092 EZ Sim Yes 0 0.37 0.00 0.98 0.00 23.33 8.50x0.082 EZ Sim Yes 0 0.68 0.00 0.68 0.00 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description ■--■ N -1.17 (U233) 10.50 19 S -0.12 (112288) 35.33 19 S -0.96 (U279) 59.17 19 S -1.22 (U225) 10.50 19 S -0.15 (111844) 35.33 19 S VP BUILDINGS VARC0- PRUDEN Roof : B 77'_7 rr Maximum Secondary Designs for Shape Hanger on Side B Maximum Secondary Deflections for Shape Hanger on Side B VPC File:CA0215390- 01OEl.vpc Design Report CA021535 01 74 ...._______ . . 7 7 9 77-4" Date: 6/3/2002 Time: 9:23 AM Page: 43 of 70 VPC Version :3.1 Shape Force(k) Resistance(k) Numb. Purlins Roof Angle (Pitch) A B 0.86 0.86 8.43 8.34 7 7 4.764 ( 1.000:12 ) 4.764 ( 1.000:12 ) VP BUILDINGS VA RCO- PRUDEN 2 3 3 3 4 4 4 5 5 5 6 6 6 7 7 7 3 2 3 2 3 2 3 1 2 3 2 3 -0.97 -1.21 -0.14 -0.88 -1.22 -0.15 -0.97 -1.21 0.11 -0.79 -1.11 -0.13 -0.92 -1.32 -1.29 -1.21 ( U275 ) (11226 ) (111962 ) (11304) (11225 ) (U1844) (11275 ) (11226) (112574 ) (11339 ) (11246 ) (112096 ) (11292 ) ( U207 ) (11217 ) (11222 ) Purlin Anchorage Forces (Evaluated Usin D + Ce + L Design Report CA0215390 -01 59.17 10.50 35.33 59.17 10.50 35.33 59.17 10.50 26.83 59.17 10.50 35.33 59.17 12.00 34.83 57.67 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 Date: 6/3/2002 Time: 9:23 AM Page: 44 of 70 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 a>xti>ng Siimmaiy Repo Loads and Codes - Shape: Hanger City: County: Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies D ead and Collateral Loads Collateral Gravity:1.00 psf Collateral Uplift: 0.00, psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C (1.115) Parts Wind Exposure Factor: 1.115 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 6/0/0 Basic Wind Pressure: 18.27 psf VPC File:CA0215390- 01OEl.vpc Design Report CA0215390 -01 Bonneville Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels State: Idaho Built Up: 89AISC Cold Form: 89AISI Roof Covering + Second. Dead Load: 2.05 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 3 (0.70) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 25.00 Seismic Snow Load: 8.75 psf Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N /A Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3059 Bracing Seismic Period: 0.1748 Framing R- Factor: 4.5000 Bracing R- Factor: 5.6000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0641 Brace Redundancy Factor:1.3828 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.1800 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 45 of 70 VP BUILDINGS MARCO - PRUDEN CJ Wall : 2, Frame at: 0/6/0 Frame Cross Section: 4 Dimension Key 1 8 1/2" 2 1' -6 11/16" 3 2 @ 4' -1 9/16" 4 3 3/8" 5 3' -0 3/4" 6 2' -9" 7 20' -6" Design Report CA0215390 -01 1 R' -R" Frame Clearances Horiz. Clearance between members 1(CGX001) and 10(CGX002): 57' -2" Vert. Clearance at member 1(CGX001): 16' -8 3/8" Vert. Clearance at member 10(CGX002): 16' -8 3/8" Vert. Clearance at member 11(EGX001): 18' -1 7/16" Vert. Clearance at member 12(EGX002): 18' -1 7/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) 30' -0" CO m CO 03 LL 73' -n" VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 1 R-R" Date: 6/3/2002 Time: 9:23 AM Page: 46 of 70 user 01A1 1-1 I;ETANI t.S . No. Do Not Use Origin Factor Application Description I Weight (p) System 1.000 1.OD +1.0CG +1.OL D +CG +L 2 No System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG +ASL^ 3 16.35 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 UUUUUUUUUUUU N N N N N N N N N N N N System 1.000 1.0 D+1.0 CG + 1.0 S D + CG + S 5 8.50 System 1.000 1.0 D+1.00G +1.0US1* D +CG +US1* 6 SS System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 7 8.50 System 1.333 1.0 D + 1.0 WI> D + Wl> 8 SS System 1.333 1.0 D + 1.0 <WI D +<WI 9 8.50 System 1.333 1.0 D + 1.0 WP D + WP 10 SS System 1.333 1.OD +1.00G +0.250S +0.760E> D +CG +S +E> 11 8.50 System 1.333 1.0 D+1.0 CG + 0.250 S+ 0.760 <E D + CG + S + <E 12 SP System 1.333 1.OD +0.500S +1.OW1> D +S +Wl> 13 8.50 System 1.333 1.0 D + 0.500 S + 1.0 <W1 D +S +<W1 14 SS System 1.333 1.0 D+ 0.500 S + 1.0 WP D +S +WP 15 8.50 System 1.333 1.OD +1.00G +1.OS +0.500W1> D +CG +S +W1> 16 SS System 1.333 1.0 D+1.0 CG + 1.0 S+ 0.500 <W1 D + CG + S + <W 1 17 8.50 System 1.333 1.0 D+ 1.0 CG + 1.0 S+ 0.500 WP D + CG + S + WP 18 SS Special 1.700 1.200 D + 1.200 CG + 2.800 E> D + CG + E> 19 8.50 Special 1.700 1.200 D + 1.200 CG + 2.800 <E D + CG + <E 20 SS Special 1.700 0.900 D + 0.900 CG + 2.800 E> D + CG + E> 21 8.50 Special 1.700 0.900 D + 0.900 CG + 2.800 <E D+ CG + <E Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice . Jt.1 Codes Jt.2 Shape No 5.00 0.0590 0.1180 8.50 8.50 16.35 108.9 55.00 55.00 BP SS UUUUUUUUUUUU N N N N N N N N N N N N 5.00 0.1050 0.2100 8.50 8.50 4.25 44.8 55.00 55.00 SS SS 5.00 0.1050 0.2100 8.50 8.50 8.35 88.0 55.00 55.00 SS SS 5.00 0.1050 0.2100 8.50 8.50 5.55 58.5 55.00 55.00 SS SS 5.00 0.1050 0.2100 8.50 8.50 11.24 126.6 55.00 55.00 SS SP 5.00 0.1050 0.2100 8.50 8.50 11.24 126.6 55.00 55.00 SP SS n 5.00 0.1050 0.2100 8.50 8.50 5.55 58.5 55.00 55.00 SS SS 5.00 0.1050 0.2100 8.50 8.50 8.35 88.0 55.00 55.00 SS SS 5.00 0.1050 0.2100 8.50 8.50 4.25 44.8 55.00 55.00 SS SS 5.00 0.0590 0.1180 8.50 8.50 16.35 108.9 55.00 55.00 BP SS 5.00 0.0590 0.1180 8.50 8.50 17.12 113.4 55.00 55.00 BP SS 5.00 0.0590 0.1180 8.50 8.50 17.12 113.4 55.00 55.00 BP SS Member Joint 1 Joint 2 1 No Yes 10 No Yes 11 No Yes 12 No Yes VP BUILDINGS VARCO- PRUOEN Frame Location Design Parameters: Location 0/6/0 Avg. Bay Space 11/11/0 Description 2' Post & Beam Angle 90.0000 Group Trib. Override :sign Status Automatic Design DESCRIPTION: VP Buildings POST AND BEAM ENDWALL FRAMES (Type "PB ")are gage or solid -web framing consisting of a uniform continuous beam connected to uniform depth columns at the sidewall and also supported by one or more uniform depth Endposts. The frame is designed to support the applied vertical loads as specified. ANALYSIS: The boundary conditions established for POST AND BEAM ENDWALL FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, attached to the sidewall columns and typically pin - connected to one or more Endposts. The Endposts are typically pinned at their base connection to the foundation. DESIGN: POST AND BEAM ENDWALL FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings ", 9th Edition. MATERIAL: Structural steel plate, bar, and /or sheet intended for use in POST AND BEAM ENDWALL FRAMES welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Design Load Combinations - Framin Frame Member Sizes Frame Member Releases Boundary Condition Summary 1 X -Loc 1 Y -Loc 1 Supp. X 1 Supp. Y 1 Moment 1 Displacement X(in.) 1 Displacement Y(in.) 1 Displacement ZZ(rad.) VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 Total Frame Weight = 1080.5 (p) (Includes all plates) Frame Pricing Weight = 1144.8 (p) (Includes all pieces) VPC Version :3.1 te: 6/3/2002 Time: 9:23 AM Page: 47 of 70 X -Loc 0/0/0 18/6/0 30/0/0,20/6/0 41/6/0 60/0/0 Grid - Grid2 4 -A 4 -F 4- 4 -M 4 -S Ld Description Hx Vy Hx Hz Vy Hx Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D +CG +L - 1.85 - - 5.47 - - - 5.47 - 1.85 2 D + CG. +ASL^ - 0.37 - - 1.59 - . - - 3.00 - 1.22 3 D + CG + ^ASL - 1.22 - - 3.00 - - - 1.59 - 0.37 4 D +CG+S - 3.53 - - 10.58 - - - 10.58 - 3.53 5 D +CG+US1* - 3.61 - - 10.17 - - - 6.29 - 1.90 6 D +CG + *USI - 1.90 - - 6.29 - - - 10.17 - 3.61 7 D + W 1> 0.87 -0.85 - 2.98 -2.59 2.54 - 2.98 -2.58 1.40 -0.65 8 . D + <W1 -1.40 -0.65 - -2.98 -2.58 -2.54 - -2.98 -2.59 -0.87 -0.85 9 D + WP 1.22 -0.92 - - -2.42 - - - -2.42 -1.22 -0.92 10 D + CG + S + E> 0.04 1.21 - 0.08 3.52 1.69 - 0.08 3.52 0.04 1.21 11 D +CG +S + <E -0.04 1.21 - -0.08 3.52 -1.69 -0.08 3.52 -0.04 1.21 12 D+S +WI> 0.87 0.69 - 2.98 2.12 2.54 - 2.98 2.13 1.40 0.89 13 D + S + <W 1 -1.40 0.89 - -2.98 2.13 -2.54 - -2.98 2.12 -0.87 0.69 14 D + S + WP 1.22 0.63 - - 2.29 - - - 2.29 -1.22 0.63 15 D + CG + S + W I> 0.44 2.93 - 1.49 8.84 1.27 - 1.49 8.85 0.70 3.03 16 D +CG +S + <W1 -0.70 3.03 - -1.49 8.85 -1.27 - -1.49 8.84 -0.44 2.93 17 D + CG + S + WP 0.61 2.90 - - 8.93 - - - 8.93 -0.61 2.90 Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.00 0.00 2.55 2.47 CG 0.00 0.00 0.72 0.72 L 0.00 0.00 11.45 11.45 ASL^ 0.00 0.00 2.99 2.99 ^ASL 0.00 0.00 2.99 2.99 S 0.00 0.00 25.04 25.04 US1* 0.00 0.00 18.78 18.78 *US1 0.00 0.00 18.78 18.78 Wl> 4.81 4.81 9.15 9.15 <W1 4.81 4.81 9.15 9.15 WP 0.00 0.00 9.15 9.15 E> 2.25 2.25 0.00 0.00 <E 2.25 2.25 0.00 0.00 X -Loc Grid Hrz left ( -Hx) (k) Load Case Hrz Right (Hx) (k) Load Case Hrz In ( -Hz) (k) Load Case Hrz Out (Hz) (k) Load Case Uplift ( -Vy) (k) Load Case Vrt Down (Vy) (k) Load Case Mom cw ( -Mzz) (in-k) Load Case Mom ccw (Mzz) (in -k) Load Case 0/0/0 4 -A 1.40 8 1.22 9 - - - - 0.92 A36 3.61 OS- 0.1875 - - - - 18/6/0 4 -F - - - - 2.98 8 2.98 7 2.59 10 10.58 - - - - 30/0/0 20/6/0 2.54 8 2.54 7 - - - - - - - - 41/6/0 4 -M - 2.98 8 2.98 7 2.59 10.58 - - - - 60/0/0 4 -S 1.22 9 1.40 7 - - - - 0.92 3.61 - - - - X -Loc ' Grid Mem. No. Thickness (in.) Width (in.) Length (in.) Num. Of Bolts Bolt Diam. (in.) Type Welds to Flange Welds to Web 0 /0 /0 4 -A 1 0.375 10 N N N N 0.750 A36 OS- 0.1875 OS- 0.1875 18/6/0 4 -F 11 0.375 10 0.750 A36 OS- 0.1875 OS- 0.1875 41/6/0 4 -M 12 0.375 00 10 0.750 A36 OS- 0.1875 OS- 0.1875 60/0/0 4 -S 10 0.375 10 0.750 A36 OS- 0.1875 OS- 0.1875 VP BUILDINGS VARCO- PRUDEN 10 11 12 0 /0 /0 60/0/0 18/6/0 41/6/0 1/0/0 1/0/0 1/0/0 1/0/0 Yes Yes Yes Yes Frame Reactions - Load Cases at Frame Cross Section: Maximum Reactions Summary - Framin Sum of Forces with Reactions Check - Fromm Base Plate Summa VPC File:CA0215390- O1OE1.vpc Design Report C X21535 ►1 Yes Yes Yes Yes No No No No 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Date: 6/3/2002 Time: 9:23 AM Page: 48 of 70 0.0000 0.0000 0.0000 0.0000 Web Stiffener Summa 1 Mem. 1 Stiff. I Desc. Loc. 1Web Depth 1 h/t 1 a/h 1 a 1 Thick. 1 Width I Side VPC Version :3.1 Welding Member From Member Joint 1 From Side Point 1 Part Design Note N V Vl ,.O s ON 4/5/6 Bolt FB2050 Rows -Out Rows -In Moment - Out Moment - In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 0/5/14 Actual Capacity N/A Actual Capacity No. No. F- OS- 0.1875,W- OS- 0.1875 (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt U (in -k) (in -k) U (in -k) (in -k) 1 N/A CP 2.000 0.375 6.00 9.53 0.500 2.50 0.0 84.1 0.0 84.1 5 SP 0.500. 6.00 9.53 0.750 2.50 26.4 .177.9 135.2 177.9 6 SP 0.500 6.00 9.53 0.750 2.50 26.4 177.9 135.2 177.9 10 N CP Q f— cn 0.375 6.00 9.53 0.500 2.50 O r. O v. 0.0 84.1 0.0 84.1 11 CP 0.375 6.00 9.50 0.500 3.00 0.0 83.8 0.0 83.8 12 CP 0.375 6.00 9.50 0.500 3.00 0.0 83.8 0.0 83.8 Member From Member Joint 1 From Side Point 1 Part Design Note N V Vl ,.O s ON 4/5/6 25/8/5 FB2050 (in.) 5/3/8 11/6/11 FB2050 1 e. • d 9/8/15 1/6/11 FB2050 39.48 1/6/0 1/6/11 FB2050 2.000 0/3/1 11/6/11 FB2050 S2 0/5/14 25/8/5 FB2050 N/A No. No. (ft) (in.) (in.) (in.) (in.) Description 1 e. • d S2 0.99 8.290 39.48 N/A N/A 0.1875 2.000 Both F- OS- 0.1875,W- OS- 0.1875 d' I S2 5.19 8.290 39.48 N/A N/A 0.1875 2.000 Both F- OS- 0.1875,W- OS- 0.1875 S2 0.36 8.290 39.48 N/A N/A 0.1875 2.000 Both F- OS- 0.1875,W- OS- 0.1875 S2 3.95 8.290 39.48 N/A N/A 0.1875 2.000 Both F- OS- 0.1875,W -OS- 0.1875 VP BUILDINGS VARCO Bolted Connections (A325 Bolts Flange Brace Summa Design Report CA0215390-01 VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 49 of 70 Mem. No. Actual Forces Actual Stresses v...0..a..0..a a1 c 110111 .1v11u Allowable 1 Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x 1 Axial Shear Bnd -X Rt -2 in. - -- Stress /Force - -- Sum % % No. ft in. Case k k in -k 188.36 ksi ksi ksi Icsi Axial Shear Bnd -X Bnd -Y Bnd +Ax Shear 1 8.69 8.50 14 2 3.92 -58.3 000000000000 000000000000 - - - 49.6 29.83 5.89 104.19 78.78 0.580 0.017 2 3.92 8.50 5 1.11 0.00 96.5 - - - - 54.59 24.66 248.49 24.83 0.390 0.049 3 1.82 8.50 5 0.00 - 113.7 - - - - 54.59 24.66 248.49 59.08 0.458 0.015 4 5.22 8.50 4 7.53 60.0 -233.0 - - - - 102.23 24.66 248.49 59.08 0.942 0.208 5 0.00 8.50 4 43.2 49.9 -233.0 - - - - 61.02 24.66 248.49 59.08 0.945 0.216 6 11.54 8.50 4 138.48 60.0 -233.0 - - - - 61.02 24.66 248.49 59.08 0.945 0.216 7 0.00 8.50 4 v, 0 vi -233.0 - - - - 102.23 24.66 248.49 59.08 0.942 0.208 8 6.53 8.50 6 8 6.53 113,7 - - - - 54.59 24.66 248.49 59.08 0,458 0.015 9 0.00 8.50 6 - 1.00 96.5 - - - - 54.59 24.66 248.49 59.08 0.390 0.049 10 8.69 8.50 14 1.60 0.00 -58 3 - - - - 29.83 5.89 65.62 78.78 0.909 0.017 11 8.74 8.50 13 3.72 156.2 - - - - 28.46 5.89 163.68 33.11 1.030 0.000 12 8.74 8.50 12 64.9 -156.2 - - - - 28.46 5.89 163.68 33.11 1.029 0.000 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. Klx /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 1 8.69 8.50 1.70 3.23 1.13 188.36 60.0 WP 58.3 53.0 System 3.72 134.3 1.61 000000000000 000000000000 0.00 - - 1.00 1.00 2 3.92 8.50 3.10 3.21 1.20 206.06 49.6 64.3 41.2 7.53 49.6 1.60 0.00 - - 1.11 0.00 3 1.82 8.50 3.10 3.21 1.20 206.06 49.6 64.3 41.2 7.53 49.6 1.60 0.00 - - 1.00 0.00 4 5.22 8.50 3.10 3.21 1.20 206.06 60.0 64.3 49.9 7.53 60.0 1.61 0.00 - - 1.00 0.00 5 0.00 8.50 3.10 3.21 1.20 138.48 60.0 43.2 49.9 7.53 60.0 1.61 0.00 - - 1.00 0.00 6 11.54 8.50 3.10 3.21 1.20 138.48 60.0 43.2 49.9 7.53 60.0 1.61 0.00 - - 1.00 0.00 7 0.00 8.50 3.10 3.21 1.20 206.06 60.0 0 0 64.3 49.9 0 0 7.53 60.0 1.61 0.00 - - 1.00 0.00 8 6.53 8.50 3.10 3.21 1.20 206.06 49.6 64.3 41.2 7.53 49.6 1.60 0.00 - - 1.00 0.00 9 0.00 8.50 3.10 3.21 1.20 206.06 49.6 64.3 41.2 7.53 49.6 1.60 0.00 - - 1.11 0.00 10 8.69 8.50 1.70 3.23 1.13 188.36 60.0 58.3 53.0 3.72 17L0 1.64 0.00 - - 1.00 1.00 11 8.74 8.50 1.70 3.23 1.13 209.71 60.0 64.9 53.0 3.72 60.0 1.59 0.00 - - 1.00 1.00 12 8.74 8.50 1.70 3.23 1.13 209.71 60.0 64.9 53.0 3.72 60.0 1.59 0.00 - - 1.00 1.00 No. Do Not Use Origin Factor Def H Def V Application Description 1 (H/9489) System 1.000 60 00000 0.750 Wl> WI> 2 System 1.000 60 0.750 <W1 <W1 3 N System 1.000 60 0.750 WP WP 4 WP System 1.000 60 0.600 E> E> 5 System 1.000 60 0.600 <E <E Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection 0.020 (H/9489) N M N M <WI Max. Vertical Deflection for Span 1 0.083 (L/2513) WP Max. Vertical Deflection for Span 2 0.199 (1)1386) N <Wl Max. Vertical Deflection for Span 3 0.083 (U2513) WP VP BUILDINGS VARCO Frame Desi n Member Summary Load Cases a ximum Com bined S Deflection Load Combinations - Framin aximum Frame Deflection Summary for Design Report CA021539 Date: 6/3/2002 Time: 9:23 AM Page: 50 of 70 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 VP BUILDINGS VARCO PRUDEN Wall : 2, Frame at: 23/4/0 Frame Cross Section: 3 (2)FB FB Dimension Key 1 8 1/2" 2 1' -6 11/16" 3 2 @ 4' -1 9/16" 4 3 3/8" 5 3' -0 3/4" 6 2' -9" 7 20' -6" .I0 Design Report CA0215390 -01 Frame Clearances Horiz. Clearance between members 1(CX001) and 6(CX001): 51' -9" Vert. Clearance at member 1(CX001): 14' -6 7/16" Vert. Clearance at member 6(CX001): 14'-6 7/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) CO CO m m _ "_. .∎• . . . .. ...... .. .. . . LL co N LL �_______ ________ FRAME CROSS SECTION AT FRAME LINE(S) 3 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 51 of 70 2)FB FB No. Do Not Use Origin Factor Application Description 1 Weight (p) System 1.000 1.0 D+ 1.0 CG + 1.0 L D + CG + L 2 Yes Yes System 1.000 1.0 D +1.00G +1.OS D +CG +S 3 17.35 System 1.000 1.OD +1.0CG +1.OUS1* D +CG +USI* 4 3P System 1.000 1.0 D+ 1.0 CG+ 1.0 *US1 D +CG + *US1 5 12.00 System 1.333 1.0D +1.0WI> D +WI> 6 3P System 1.333 1.0 D + 1.0 <WI D + <W1 7 21.00 System 1.333 1.0 D+ 1.0 WP D + WP 8 3P System 1.333 1.OD +1.00G +0.250S +0.760E> D +CG +S +E> 9 12.00 System 1.333 1.0 D + 1.0 CG + 0.250 S + 0.760 <E D +CG +S +<E 10 3P System 1.333 1.OD +0.500 S+ 1.OW1> D +S +W1> 11 37.00 System 1.333 1.0 D+ 0.500 S + 1.0 <W1 D + S + <W 1 12 3P System 1.333 1.0 D+ 0.500 S+ 1.0 WP D + S + WP 13 41.00 System 1.333 1.OD +1.00G +1.OS +0.500W1> D +CG +S +Wl> 14 3P System 1.333 1.OD +1.00G +1.OS +0.500<W1 D +CG+S +<W1 15 System 1.333 1.0 D+ 1.0 CG+ 1.0 S+ 0.500 WP D +CG +S +WP 16 Special 1.700 1.200 D + 1.200 CG + 2.800 E> D + CG + Ej 17 Special 1.700 1.200 D + 1.200 CG + 2.800 <E D + CG + <E 18 Special 1.700 0.900 D + 0.900 CG + 2.800 E> D + CG + E> 19 Special 1.700 0.900 D + 0.900 CG + 2.800 <E D + CG + <E Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape Yes Yes 5.00 0.3125 0.1875 12.00 41.00 17.35 450.3 50.00 50.00 (k) (k) 3P (k) 5.00 0.3125 0.1875 37.00 12.00 14.39 440.9 50.00 50.00 - 3P - 5.00 0.2500 0.1345 12.00 21.00 15.00 254.5 50.00 50.00 12.59 3P -12.59 5.00 0.2500 0.1345 21.00 12.00 15.00 254.5 50.00 50.00 tip 3P - 5.00 0.3125 0.1875 12.00 37.00 14.39 440.9 50.00 50.00 -9.60 3P -0.28 5.00 0.3125 0.1875 12.00 41.00 17.35 450.3 50.00 50.00 - 3P Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 6 0/0/0 60/0/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 X -Loc 0/0/0 60/0/0 Gridl -Grid2 3 -A 3 -S Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) N on V' D +CG +L 6.66 11.47 -6.66 11.47 - - - D + CG + S 16.23 27.40 -16.23 27.40 - - - D +CG +US1* 12.59 24.50 -12.59 18.18 - - - D +CG + *US1 12.59 18.18 -12.59 24.50 - - - D + Wl> 0.28 -4.86 9.60 -7.95 - - - D + <WI -9.60 -7.95 -0.28 -4.86 - - - D + WP -1.44 -6.41 1.44 -6.41 - - - VP BUILDINGS VARCO- PRUDEN Frame Location Design Parameters: Design Load Combinations - Framin Frame Member Sizes Design Report CA0215390 -0 Date: 6/3/2002 Time: 9:23 AM Page: 52 of 70 Location 23/4/0 Avg. Bay Space 23/1/0 Description Rigid Frame Angle 90.0000 Group Trib. Override Design Status Automatic Design DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF ") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type I Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings ", 9th Edition. MATERIAL: Structural steel plate, bar, and /or sheet intended for use in RIGID FRAME bolted and /or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Boundary Condition Summa Frame Reactions - Load Cases at Frame Cross Section: 3 VPC File:CA0215390- O1OEl.vpc ota] Frame Weight = 2291.5 (p) (Includes all plates) Frame Pricing Weight = 2473.1 (p) (Includes all pieces) VPC Version :3.1 Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.00 Bolt 5.13 Rows -Out Rows -In Moment - Out Moment - In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 0.00 Actual Capacity 36.36 Actual Capacity No. No. 36.36 W 1> (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt U (in -k) (in -k) 0 (in -k) (in -k) 4.35 4.35 KN(Top) STD 0.625 6.00 42.00 0.750 2.50 - - 7.95 2434.0 2806.7 , O V■ N f..1 VI 41 I 847.9 2104.9 -k) KN(Top) STD 0.625 6.00 41.50 0.750 2.50 - - - 7.95 J N 2434.0 2806.7 847.9 2104.9 - - SP STD 0.500 6.00 22.05 0.750 2.50 158.2 547.7 783.2 949.6 SP STD 0.500 6.00 22.05 0.750 2.50 0 M 0 VI 158.2 547.7 783.2 949.6 KN(Top) STD 0.625 6.00 41.50 0.750 2.50 2434.0 2806.7 847.9 2104.9 KN(Top) STD 0.625 6.00 42.00 0.750 2.50 2434.0 2806.7 847.9 2104.9 Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.00 0.00 5.13 4.94 CG 0.00 0.00 1.38 1.39 L 0.00 0.00 16.62 16.62 S 0.00 0.00 48.47 48.48 US 1 * 0.00 0.00 36.36 36.36 *US1 0.00 0.00 36.36 36.36 W 1> 9.87 9.87 17.71 17.75 <W i 9.87 9.87 17.71 17.75 WP 0.00 0.00 17.71 17.75 F> 4.35 4.35 0.00 0.00 <E 4.35 4.35 0.00 0.00 Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description Vrt Down .--, N n-i N H S3 3.17 36.375 N/A N/A N/A 0.3125 2.000 Both F- FP,W- OS- 0.1875 ( -Hz) Si 11.90 16.864 89.94 3.00 50.79 0.1875 2.000 Both Std WI S3 11.22 36.375 N/A N/A N/A 0.3125 2.000 Both F- FP,W- OS- 0.1875 S1 8.48 30.033 160.17 3.00 90.77 0.1875 2.000 Both Std X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) 21/6/11 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 0.375 9 (k) 4 (k) A36 OS- 0.1875 OS- 0.1875 ) (m k) (in 0/0/0 3 -A 9.60 16.23 - - 7.95 27.40 N N -k) 60/0/0 3 -S 16.23 1 N 9.60 1 h - - - - 7.95 J N 27.40 - - - - - X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to 12/2/4 (2)FB4074 No. (in.) (in.) (in.) Bolts (in.) 21/6/11 Flange Web 0/0/0 3 -A 1 0.375 9 13 4 1.000 A36 OS- 0.1875 OS- 0.1875 60/0/0 3 -S 6 0.375 9 13 4 1.000 A36 OS- 0.1875 OS- 0.1875 Member From Member Joint 1 From Side Point 1 Part Design Note .--, NNN rrl d' 7/2/4 7/2/4 FB3040 12/2/4 12/2/4 (2)FB4074 3/9/2 25/8/5 (2)FB4070 7/10/11 21/6/11 FB3040 12/10/11 16/6/11 FB2084 13/6/0 1/6/11 FB2114 1/6/0 1/6/11 FB2114 VP BUILDINGS VARCO- PRUDEN 8 9 10 11 12 13 14 15 Base Plate Summa D +CG +S +E> D +CG +S + <E D +S+ W1> D +S + <W1 D+S +WP D +CG +S +W1> D +CG +S + <W1 D +CG +S +WP Maximum Reactions Summary - Framin Web Stiffener Summa Bolted Connections (A325 Bolts Flange Brace Summar VPC File:CA0215390- 01OE1.vpc 7.01 3.60 7.56 -2.31 5.84 15.74 10.81 14.88 Sum of Forces with Reactions Check - Framin Design Report CA0215390-01 10.27 8.17 7.25 4.17 5.71 23.73 22.19 22.96 -3.60 -7.02 2.31 -7.56 -5.84 -10.81 -15.74 -14.88 8.17 10.27 4.17 7.25 5.71 22.19 23.73 22.96 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 53 of 70 VP BUILDINGS VARCO- PRUDEN 5 5 5 6 6 1/6/0 6/6/0 10/7/9 7/2/4 12/2/4 Design Report CA0215390 -01 16/6/11 21/6/11 25/8/5 7/2/4 12/2/4 FB2084 FB3040 (2)FB4070 FB3040 (2)FB4074 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 54 of 70 Mem. No. Loc. ft Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear Bnd -X Bnd -Y - -- Stress /Force - -- Sum % % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear Bnd -X Bnd -Y Bnd +Ax Shear 0.74 14.59 41.00 2.09 -28.6 -13.9 -2434 0 0 0 0 0 0 0 0 0 0 0 0 0 2.68 1.81 21.49 0.00 19.79 1.79 24.32 29.83 1.006 1.009 1.12 2.09 35.69 1.03 -20.0 19.7 -2163 8 2.06 2.94 24.76 0.00 24.00 6.48 26.96 37.50 0.999 0.454 60.0 13.50 20.18 1.26 -16.3 0.3 787 6 3.16 0.12 25.60 0.00 20.15 3.88 28.41 28.54 1.024 0.032 V• ' 1.43 20.18 N -16.3 -0.3 787.6 3.16 0.12 25.60 0.00 22.58 3.88 28.41 28.54 1.024 0.032 49.8 10.68 35.69 60.7 -20.0 -19.7 -2163 8 2.06 2.94 24.76 0.00 19.99 6.48 26.96 37.50 0.999 0.454 14.73 14.59 41.00 28.3 -28.6 13.9 -2434 0 2.68 1.81 21.49 0.00 19.79 1.79 24.32 29.83 1.006 1.009 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. Klx /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 N l''1 7 , r) �D 14.59 41.00 10.70 14.73 0.78 175.07 28.3 33.3 17.8 36.2 42.6 113.26 28.3 1.09 33.3 1.09 0.99 0.74 1.08 1.02 2.09 35.69 9.70 13.05 0.82 314.42 7.1 49.8 24.1 8.7 60.7 87.40 7.1 1.12 49.8 1.12 1.00 0.86 1.03 1.24 13.50 20.18 5.15 8.05 1.01 314.42 60.0 34.3 39.0 59.6 34.0 30.76 60.0 1.27 34.3 1.26 0.95 0.90 1.10 1.00 1.43 20.18 5.15 8.05 1.01 314.42 34.3 60.0 39.0 34.0 59.6 30.76 34.3 1.26 60.0 1.27 0.95 0.90 1.00 1.10 10.68 35.69 9.70 13.05 0.82 314.42 49.8 7.1 24.1 60.7 8.7 87.40 49.8 1.12 7.1 1.12 1.00 0.86 1.24 1.03 14.59 41.00 10.70 14.73 0.78 175.07 28.3 33.3 17.8 36.2 42.6 113.26 28.3 1.09 33.3 1.09 0.99 0.74 1.08 1.02 No. Do Not Use Origin Factor Def H Def V Application Description 0.820 0.687 (H/231) (L/959) System 1.000 60 100 O O O 0.750 Wl> Wl> System 1.000 60 0.750 <W1 <W1 M System 1.000 60 0.750 WP WP System 1.000 60 0.600 E> E> System 1.000 60 0.600 <E <E Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 0.820 0.687 (H/231) (L/959) 1 4 2 2 2 2 <W1 <W1 VP BUILDINGS VARCO-PRUDEN Frame Design Member Summary - Controlling Load Case and Maximum Com Deflection Load Combinations - Framin Maximum Frame Deflection Summary for Cross Section: 3 Design Report CA0215390 -01 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 55 of 70 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VP BUILDINGS VARCO- PRUDEN Wall : 2, Frame at: 46/8/0 Frame Cross Section: 2 Dimension Key 1 8 1/2" 2 1' -6 11/16" 3 2 @ 4' -1 9/16" 4 3 3/8" 5 20' -6" Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX002): 51' -11" Vert. Clearance atmember 1(CX002): 14' -7 3/8" Vert. Clearance at member 6(CX002): 14' -7 3/8" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) Design Report CA0215390 -01 FRAME CROSS SECTION AT FRAME LINE(S) 2 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 56 of 70 No. Do Not Use Origin Factor Application Description 1 Weight (p) System 1.000 1.0 D+ 1.0 CG + 1.0 L D + CG + L 2 Yes Yes System 1.000 1.0 D+ 1.0 CG + 1.0 S D + CG + S 3 17.35 System 1.000 1.0 D+ 1.0 CG + 1.0 US1* D +CG +US1* 4 3P System 1.000 1.0 D+ 1.0 CG+ 1.0 *US1 D +CO + *US1 5 11.00 System 1.333 1.OD +1.OW1> D +W1> 6 3P System 1.333 1.0 D+ 1.0 <W1 D +<W1 7 27.00 System 1.333 1.0 D + 1.0 WP D + WP 8 3P System 1.333 1.0 D+ 1.0 CG + 0.250 S+ 0.760 F> D + CG + S + E> 9 11.00 System 1.333 1.0D +1.00G +0.2505 +0.760 <E D +CG +S + <E 10 3P System 1.333 1.OD +0.500S +1.OW1> D +S +W1> 11 36.00 System 1.333 1.0 D + 0.500 S + 1.0 <W1 D + S + <W 1 12 3P System 1.333 1.0 D + 0.500 S + 1.0 WP D + S + WP 13 40.00 System 1.333 1.0D +1.0CG +1.0S+0.500W1> D +CG +S +Wl> 14 3P System 1.333 1.0 D + 1.0 CG + 1.0 S + 0.500 <W1 D +CG +S + <W1 15 System 1.333 1.0 D+ 1.0 CG + 1.0 S+ 0.500 WP D + CG + S + WP 16 Special 1.700 1.200 D + 1.200 CG + 2.800 E> D + CG + E> 17 Special 1.700 1.200 D + 1.200 CG + 2.800 <E D + CG + <E 18 Special 1.700 0.900 D + 0.900 CG + 2.800 E> D+ CG + E> 19 Special 1.700 0.900 D + 0.900 CG + 2.800 <E D+ CG + <E Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape Yes Yes 5.00 0.3125 0.1875 12.00 40.00 17.35 446.6 50.00 50.00 BP cn CDC 3P (k) 5.00 0.3125 0.1875 36.00 11.00 14.39 430.1 50.00 50.00 KN 3P - 5.00 0.2500 0.1644 11.00 27.00 15.00 304.2 50.00 50.00 SS 3P -11.99 5.00 0.2500 0.1345 27.00 11.00 15.00 276.6 50.00 50.00 SP 3P - 5.00 0.3125 0.1875 11.00 36.00 14.39 430.1 50.00 50.00 SS 3P -0.44 5.00 0.3125 0.1875 12.00 40.00 17.35 446.6 50.00 50.00 BP 3P Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 6 0/0/0 60/0/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 X -Loc 0/0/0 60/0/0 Grid 1 - Grid2 2 -A 2 -S Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) N t+l R h VD N D +CG +L 6.36 11.38 -6.36 11.37 - - - D +CG +S 15.46 27.14 -15.46 27.13 - - - D + CG + US1 * 11.99 24.26 -11.99 18.01 - - - D +CG + *US1 12.01 18.02 -12.01 24.26 - - - D + W 1> 0.47 -4.78 9.29 -7.84 - - - D + <W1 -9.32 -7.83 -0.44 -4.79 - - - D + WP -1.27 -6.31 1.27 -6.31 - - - VP BUILDINGS VARCO- PRUOEN Frame Location Design Parameters: Location 46/8/0 Avg. Bay Space Description 22/10/0 Rigid Frame An 'le 90.0000 Group Trib. Override Design Status Automatic Design DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF ") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: • RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings ", 9th Edition. MATERIAL: Structural steel plate, bar, and /or sheet intended for use in RIGID FRAME bolted and /or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Desijn Load Combinations - Framin Frame Member Sizes Boundary Condition Summa Frame Reactions - Load Cases at Frame Cross Section: 2 VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -01 Total Frame Weight = 2334.3 (p) (Includes all plates) Frame Pricing Weight = 2513.4 (p) (Includes all pieces) VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 57 of 70 Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.00 Bolt 5.15 Rows -Out Rows -In Moment - Out Moment - In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 0.00 Actual Capacity 35.96 Actual Capacity No. No. 35.96 WI> (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt U (in -k) (in -k) U (in -k) (in -k) 4.30 4.30 KN(Top) 0.00 0.625 6.00 41.00 0.750 2.50 - - - - 7.83 2332.0 2730.1 �D '0 N N Vl N 822.4 2049.1 - - KN(Top) 2 -S 0.625 6.00 40.50 0.750 2.50 7.84 2332.0 2730.1 822.4 2049.1 - SP 0.500 6.00 28.05 0.750 2.50 194.1 722.9 963.3 1020.8 SP 0.500 6.00 28.05 0.750 2.50 O N O 194.1 722.9 963.3 1020.8 KN(Top) 0.625 6.00 40.50 0.750 2.50 2332.1 2730.1 819.2 2049.1 KN(Top) 0.625 6.00 41.00 0.750 2.50 2332.1 2730.1 819.2 2049.1 Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.00 0.00 5.15 4.94 CG 0.00 0.00 1.37 1.37 L 0.00 0.00 16.44 16.44 S 0.00 0.00 47.95 47.95 US 1 * 0.00 0.00 35.96 35.96 *US1 0.00 0.00 35.96 35.96 WI> 9.76 9.76 17.52 17.56 <W1 9.76 9.76 17.52 17.56 WP 0.00 0.00 17.52 17.56 E> 4.30 4.30 0.00 0.00 <E 4.30 4.30 0.00 0.00 Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description Vrt Down N N S3 3.09 35.375 N/A N/A N/A 0.3125 2.000 Both F- FP,W- OS- 0.1875 ( -Hz) SI 11.53 16.625 88.67 3.00 50.10 0.1875 2.000 Both Std Case S3 11.30 35.375 N/A N/A N/A 0.3125 2.000 Both F- FP,W- OS- 0.1875 (k) S1 8.51 28.972 154.52 3.00 87.58 0.1875 2.000 Both Std X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) 21/6/11 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 0.375 9 (k) 4 (k) A36 (k) OS- 0.1875 (k) (k) (k) (in -k) (in -k) 0/0/0 2 -A 9.32 15.46 - - - - 7.83 27.14 N N - - - - 60/0/0 2 -S 15.46 9.29 7.84 27.13 - - - - X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to 12/2/4 (2)FB4070 No. (in.) (in.) (in.) Bolts (in.) 21/6/11 Flange Web 0/0/0 2 -A 1 0.375 9 13 4 1.000 A36 OS- 0.1875 OS- 0.1875 60/0/0 2 -S 6 0.375 9 13 4 1.000 A36 OS- 0.1875 OS- 0.1875 Member From Member Joint 1 From Side Point 1 Part Design Note M M V 7/2/4 7/2/4 FB3034 12/2/4 12/2/4 (2)FB4070 3/9/2 25/8/5 (2)FB4060 7/10/11 21/6/11 FB3034 8/6/0 6/6/11 FB2114 13/6/0 1/6/11 FB3034 1/6/0 1/6/11 FB3034 VP BUILDINGS VARCO-PRUDEN 8 9 10 11 12 13 14 15 D +CG +S +E> D +CG +S +<E D +S +W1> D +S + <W1 D +S +WP D +CG +S +W1> D +CG +S + <W1 D +CG +S +WP Maximum Reactions Summary - Framin Base Plate Summar Web Stiffener Summar Bolted Connections (A325 Bolts Flange Brace Summa VPC File:CA0215390- 01OE1.vpc 6.77 3.38 7.39 -2.39 5.66 15.09 10.20 14.22 Sum of Forces with Reactions Check- Fromm Design 15390 -01 10.19 8.12 7.21 4.16 5.68 23.51 21.98 22.74 -3.39 -6.76 2.37 -7.37 -5.66 -10.21 -15.08 -14.22 8.11 10.18 4.15 7.20 5.67 21.97 23.50 22.74 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 58 of 70 VP BUILDINGS VARCO- PRUOEN 4 5 5 6 6 11/6/0 6/6/0 10/7/9 7/2/4 12/2/4 Design Report CA0215390 -01 11/6/11 21/6/11 25/8/5 7/2/4 12/2/4 FB2080 FB3034 (2)FB4060 FB3034 (2)FB4070 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 59 of 70 Mem. No. Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear Bnd -X Bnd -Y - -- Stress /Force - -- Sum % % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear Bnd -X Bnd -Y Bnd +Ax Shear 1.00 14.66 40.00 1.03 -28.3 -13.3 - 2332.0 000000 0 0 0 0 0 0 2.69 1.77 21.35 0.00 20.02 1.89 24.87 29.88 0.979 0.937 49.8 2.13 34.53 0.88 -19.2 19.6 -2034 8 2.02 3.03 24.43 0.00 24.47 6.60 27.43 37.50 0.968 0.460 32.65 8.51 20.18 60.1 -15.7 5.1 790.1 2.73 1.53 24.20 0.00 21.57 5.80 29.00 29.00 0.929 0.264 39.1 6.41 20.18 N -15.7 -5.1 789.0 3.04 1.88 25.64 0.00 20.26 3.88 28.41 28.54 1.020 0.483 315.21 10.68 34.53 24.9 -19.2 -19.6 -20351 2.02 3.03 24.44 0.00 20.46 6.60 27.43 37.50 0.968 0.459 10.51 14.66 40.00 175.95 -28.3 13.3 - 2332.1 2.69 1.77 21.35 0.00 20.02 1.89 24.87 29.88 0.979 0.937 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. .Klx /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 .-. N M V V 1 �D 14.66 40.00 10.51 14.42 0.79 175.95 29.2 32.5 18.3 37.1 41.2 109.22 29.2 1.09 32.5 1.09 1.00 0.75 1.08 1.03 2.13 34.53 9.48 12.68 0.83 315.21 8.0 49.8 24.9 9.7 60.0 83.28 8.0 1.13 49.8 1.13 1.00 0.88 1.03 1.25 8.51 20.18 5.74 7.84 0.95 315.21 60.1 60.1 40.2 63.0 63.0 32.65 60.1 1.23 60.1 1.23 0.97 1.00 1.34 1.09 6.41 20.18 5.15 8.05 1.01 315.21 60.1 60.1 39.1 59.7 59.7 30.77 60.1 1.27 60.1 1.27 0.95 0.91 1.09 1.34 10.68 34.53 9.48 12.68 0.83 315.21 49.8 8.0 24.9 60.0 9.7 83.28 49.8 1.13 8.0 1.13 1.00 0.88 1.25 1.03 14.66 40.00 10.51 14.42 0.79 175.95 29.2 32.5 18.3 37.1 41.2 109.22 29.2 1.09 32.5 1.09 1.00 0.75 1.08 1.03 No. Do Not Use Origin Factor Def H Def V Application Description 0.848 0.705 (H/224) (L/936) System 1.000 60 0 0 0 0 0 0.750 Wl> WI> System 1.000 60 0.750 <W1 <W1 t+l System 1.000 60 0.750 WP WP System 1.000 60 0.600 E> E> System 1.000 60 0.600 <E <E Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 0.848 0.705 (H/224) (L/936) 1 4 2 2 2 2 <W1 <WI VP BUILDINGS VARCO - PRUDEN Frame Design Member Summary - Controlling Load Case and Maximum Combined Stre per Mem Deflection Load Combinations - Framin Maximum Frame Deflection Summary for Cross Section: 2 Design Report CA0215390 -01 Date: 6/3/2002 Time: 9:23 AM Page: 60 of 70 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 VP BUILDINGS VARCO PRUDEN Wall : 2, Frame at: 69/0/0 Frame Cross Section: 1 Dimension Key 1 2' -2" 2 1' -3" 3 8 1/2" 4 1' -6 11/16" 5 2 @ 4' -1 9/16" 6 3 3/8" 7 20' -6" Design Report CA0215390 -01 Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX003): 54' -1" Vert. Clearance at member 1(CX003): 14' -6 5/16" Vert. Clearance at member 6(CX003): 14' -6 5/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) 30' -0" AIL VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 61 of 70 Pa-& : For- co NN c-c-T►oN oprAiLs s ss pp 3411-34,7, No. Do Not Use Origin Factor Application Description 1 Weight (p) System 1.000 1.OD +1.0CG +1.OL D +CG +L 2 System 1.000 1.0 D+ 1.0 CG + 1.0 S D + CG + S 3 17.35 System 1.000 1.0D +1.00G +1.0US1* D+CG+US1* 4 3P System 1.000 1.0D +1.0CG +1.0 *US1 D+CG + *US1 5 16.00 System 1.333 1.OD +1.OW1> D+WI> 6 3P System 1.333 1.0 D + 1.0 <W1 D + <W 1 7 30.00 System 1.333 1.0 D + 1.0 WP D + WP 8 3P System 1.333 1.0 D + 1.0 CG + 0.250 S + 0.760 E> D +CG +S +E 9 16.00 System 1.333 1.OD +1.00G +0.250S +0.760 <E D +CG +S + <E 10 3P System 1.333 1.0 D+ 0.500 S + 1.0 W 1> D + S + W 1> 11 36.00 System 1.333 1.0 D + 0.500 S + 1.0 <W1 D + S + <W 1 12 3P System 1.333 1.0 D+ 0.500 S+1.0 WP D + S + WP 13 27.00 System 1.333 1.OD +1.00G +1.OS +0.500W1> D +CG +S +WI> 14 3P System 1.333 1.0 D + 1.0 CG + 1.0 S + 0.500 <W1 D +CG +S + <W1 15 8.14 System 1.333 1.0 D+ 1.0 CG + 1.0 S+ 0.500 WP D + CG + S + WP 16 W Special 1.700 1.200 D + 1.200 CG + 2.800 E> D + CG + E> 17 8.00 Special 1.700 1.200 D + 1.200 CG + 2.800 <E D + CG + <E 18 3P Special 1.700 0.900 D + 0.900 CG + 2.800 E> D+ CG + E> 19 8.00 Special 1.700 0.900 D + 0.900 CG + 2.800 <E D+ CG + <E Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 5.00 0.3750 0.1345 12.00 27.00 17.35 349.3 50.00 50.00 a Z v) a aaaaaaaa al cnu)cnalacii:OcOZIMPOr4 KN 3P 5.00 0.2500 0.1875 36.00 16.00 14.39 404.0 50.00 50.00 SS 3P 5.00 0.1875 0.1644 16.00 30.00 15.00 302.8 50.00 50.00 SP 3P 5.00 0.1875 0.1644 30.00 16.00 15.00 302.8 50.00 50.00 SS 3P 5.00 0.2500 0.1875 16.00 36.00 14.39 404.0 50.00 50.00 KN 3P 5.00 0.3750 0.1345 12.00 27.00 17.35 349.3 50.00 50.00 KN 3P 5.25 0.3300 0.2300 8.14 8.14 18.18 335.8 36.00 36.00 SS W 5.00 0.1345 0.1345 8.00 8.00 2.78 15.5 50.00 50.00 SS 3P 5.00 0.1345 0.1345 8.00 8.00 3.22 8.7 50.00 50.00 SS 3P 5.00 0.1345 0.1345 8.00 8.00 3.73 19.6 50.00 50.00 SS 3P 5.00 0.1345 0.1345 8.00 8.00 4.24 20.5 50.00 50.00 SS 3P 5.00 0.1345 0.1345 8.00 8.00 4.75 20.7 50.00 50.00 SS 3P 5.00 0.1345 0.1345 8.00 8.00 4.75 20.7 50.00 50.00 SS 3P VP BUILDINGS VARCO- PRUDEN Frame Location Design Parameters: Desien Load Combinations - Framin Frame Member Sizes VPC File:CA0215390- 01OE1.vpc Design Report CA0215390 -6 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 62 of 70 Location 69/0/0 Avg. Bay Space 12/2/0 Description Rigid Frame with Endposts Angle 90.0000 Gros Ovemde Design Status Automatic Design DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF ") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: - RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings ", 9th Edition. MATERIAL: Structural steel plate, bar, and /or sheet intended for use in RIGID FRAME bolted and /or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. DESCRIPTION: VP Buildings FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment - resisting connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: VP Buildings FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings ", 9th Edition. MATERIAL: Structural steel plate, bar, and /or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z 0.0000 0.0000 0.0000 6 60/0/0 0/0/0 Yes Yes 0.0000 0.0000 0.0000 7 2/2/0 0/0/0 Yes Yes 0.0000 0.0000 0.0000 7 2/2/0 18/2/3 Yes No 0.0000 0.0000 0.0000 8 3/5/0 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 3/5/0 18/3/7 Yes No 0.0000 0.0000 0.0000 9 8/8/1 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 8/8/1 18/8/11 Yes No 0.0000 0.0000 0.0000 10 14/9/3 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 14/9/3 19/2/12 Yes No 0.0000 0.0000 0.0000 11 20/10/5 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 20/10/5 19/8/14 Yes No 0.0000 0.0000 0.0000 12 26/11/7 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 26/11/7 20/2/15 Yes No 0.0000 0.0000 0.0000 13 33/0/9 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 33/0/9 20/2/15 Yes No 0.0000 0.0000 0.0000 14 39/1/11 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 39/1/11 19/8/14 Yes No 0.0000 0.0000 0.0000 15 45/2/13 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 45/2/13 19/2/12 Yes No 0.0000 0.0000 0.0000 16 51/3/15 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 51/3/15 18/8/11 Yes No 0.0000 0.0000 0.0000 17 56/7/0 15/6/0 Yes Yes 0.0000 0.0000 0.0000 0 56/7/0 18/3/7 • Yes No 0.0000 0.0000 0.0000 18 57/10/0 0/0/0 Yes Yes 0.0000 0.0000 0.0000 18 57/10/0 18/2/3 Yes No 0.0000 0.0000 0.0000 Member Joint 1 Joint 2 7 0 0 0 0 0 0 0 0 0 0 0 0 ZZZ Yes 8 Yes 9 Yes . 10 Yes 11 Yes 12 Yes 13 Yes 14 Yes 15 Yes 16 Yes 17 Yes 18 Yes X -Loc 0/0/0 2/2/0 2/2/0,18/2/3 3/5/0 3/5/0,18/3/7 Gridl -Grid2 1 -A 1 -B 1 -B 1 -C 1 -C Ld Description Hx Vy Hx Hz Vy Hz Hz t Hz III 4 Cs a..lication factor not shown ) k k 2111,01111MOINE,,MIUMIIIM�}, �NM V h , r) N 00 CT 0^4" D +CG +L 4.93 9.49 - - 0.33 - 1 P' -0.33 - 10.02 - ! 0.02 D +CG+S 9.44 17.90 - - 0.33 - -0.33 - 0.02 - -0.02 D +CG +US1* 7.73 16.37 - - 0.33 - -0.33 - 0.02 - -0.02 D + CG + *US 1 7.73 13.04 - - 0.33 - -0.33 - 0.02 - -0.02 D +W1> 0.56 -2.13 - 4.22 0.33 - ' -0.33 - • 1 0.02 - 1. 1 -0.02 D + <W 1 -4.65 -3.76 - -4.22 0.33 - 3.2 -0.33 - 0.11 0.02 - 0.1 -0.02 D + WP -0.42 -2.94 - - 0.33 - - -0.33 - - 0.02 - - -0.02 D +CG +S +Ej 5.62 9.13 - 0.08 0.33 - 0.06 0.33 - - 1.02 - - 0.02 D +CG +S +<E 2.96 7.48 - -0.08 0.33 - -0.06 - 33 - - 102 - - -6 02 D +S +W1> 4.00 4.27 - 4.22 0.33 3.21 -0.'3 - 0.10 0.h 0.10 -0. 2 D +S +<W1 -1.21 2.64 - -4.22 0.33 - -3.21 -0.3 - -0.10 0.0 - -0.10 -0.0 D + S + WP 3.02 3.46 - - 0.33 - - -0.33 - - 0.02 - - -0.02 VP BUILDINGS VARCO 18 5.00 5.00 5.00 5.00 5.25 Frame Member Releases 0.1345 0.1345 0.1345 0.1345 0.3300 0.1345 0.1345 0.1345 0.1345 0.2300 Boundary Condition Summa Frame Reactions - Load Cases at Frame Cross Section: 1 VPC File:CA0215390- 01OEl.vpc Design Report CA0215390 -01 8.00 8.00 8.00 8.00 8.14 4.24 3.73 3.22 2.78 18.18 20.5 19.6 8.7 15.5 335.8 50.00 50.00 50.00 50.00 36.00 50.00 50.00 50.00 50.00 36.00 VPC Version :3.1 BP BP BP BP BP Total Frame Weight = 2953.6 (p) (Includes all plates) Frame Pricing Weight = 3187.8 (p) (Includes all pieces) Date: 6/3/2002 Time: 9:23 AM Page: 63 of 70 SS S S SS SS SS 3P 3P 3P 3P W X -Loc 8/8/1 8/8/1,18/8/11 14/9/3 14/9/3,19/2/ 20/10/5 Gridl - Grid2 -D 1 -D 1 -E 1 -E 1- Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k (k) (k) (k) (k) (k) (k) (k) (k) (k) k) (k) (k) 1 D +CG +L - - 0.03 - - -0.03 - - 0.03 - - :.'s - - 0.03 2 D + CG + S - - 0.03 - -0.03 - - 0.03 - - -0.03 - - 0.03 3 D + CG + US 1 * - - 0.03 - - 1 03 - - 0.03 - - -0.03 - - • 0.03 4 D + CG + *US 1 - - 0.03 - - -0.0 - - 0.0 - - -0.03 - - 0.03 5 D + W l> - 0.19 0.03 - 0.17 -0.03 - 0.23 i .03 - 0.21 -0.03 - 0.25 0.03 6 D + <W I - -0.19 0.03 - -0.17 -0.03 - . 0.03 - -0.21 -0.03 - -0.25 0.03 7 D + WP - - 0.03 - - -0.03 0.04 - : 1 - - -0.03 - - 0.03 8 D +CG+S +E> - - 0.03 - - -0.1. - - 0.03 - - -0.03 - - 0.03 9 D+CG+S+<E - - 0.03 - - -1.03 - - 0.03 - - -0.03 - - 0.03 10 D + S + W 1> - 0.19 0.03 - :. 7 -0.03 - 0.23 0.03 - 0. -0.03 - 0.25 0.03 11 D +S + <W1 - -0.19 0.03 - -0.17 -0.03 - -0.23 0.03 - -0.21 -i.. - -0.25 0.03 12 D + S + WP - - 0.1 - - -0.03 - - 0.03 - - -0.03 - - 0.03 13 D + CG + S + W l> - 0.0 0.03 - 0.08 -0.03 - 0.11 0.03 - 0.11 -0.03 - 1.13 0.03 14 D+CG+S+<W1 - 0.09 0.03 - -0.08 -0.03 - -0.11 0.03 - -0.11 -0.03 - -0. 0.03 15 D + CG + S + WP - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 1.: X -Loc. 0/10/5,19/8/14 26/11/7 26/11/7,20/2/15 33/0/9 33/0/9,20/2/15 Gridl - Grid2 -G 1 -J 1 -J 1 -K 1- La Description Hx Hz Vy Hx -Hz Vy Hx Hz Vy Hx Hz Vy Hx 'z Vy Cs (application factor not shown) (k) (k) (k (k) (k) (k) (k) (k) (k) (k) (k) (k) ) (k) (k) 1 D +CG +L - - -0.03 - - 0.04 - - -0.04 - - 1 : - - 99 9 999 9 9 9 99 9 9 9 2 D + CG + S - - -0.03 - 0.04 - - -0.04 - - 0.04 - - 3 D + CG + US 1 * - - -0.03 - - ' 04 - - -0.04 - - 0.04 - - 4 D +CG + *US 1 - - -0.03 - - 0.0 - - -0.04 - - 0.04 - - 5 D + W 1> - 0.24 -0.03 - 0.28 0.04 - 0.27 :.1 ' - 0.28 0.04 - 0.27 6 D + <W 1 - -0.24 -0.03 - -0.28 0.04 - -n 4 -0.04 - -0.28 0.04 - -0.27 7 D + WP - - -0.03 - - 0.04 - - ! 1 - - 0.04 - - 8 D+CG+S+E> - - -0.03 - - 0.0 - - -0.0 - - 0.04 - - 9 D+CG+S+<E - - -0.03 - - i .04 - - -0.04 - - 0.04 - - 10 D + S + Wl> - 0.24 -0.03 - 1." : 0.04 - 0.27 -0.04 - 1. : 0.04 - 0.27 11 D+S+<W1 - -0.24 -0.03 -0.03 -0.28 0.04 - -0.27 -0.04 - -0.28 i . - -0.27 12 D +S +Wp - - -0.1. - - 0.04 - - -0.04 - - 0.04 - - 13 D + CG + S + W l> - 0.12 1.03 - 0.14 0.04 - 0.13 -0.04 - 0.14 0.04 - 1.13 14 D+CG+S+<W1 - :.12 -0.03 - -0.14 0.04 - -0.13 -0.04 - -0.14 0.04 - -0. 15 D + CG + S + WP -0.12 - -0.03 - - 0.04 - - -0.04 - - 0.04 - - X -Loc 39/1/11 39/1/11,19/8/14 45/2/13 45/2/13,19/2/12 51/3/15 Gridl -Grid2 -L 1 -L 1 -N 1 -N 1 -• Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k (k) (k) (k) (k) (k) (k) (k) (k) (k) ) (k) (k) 1 D + CG + L - - 0.03 - - -0.03 - - 0.03 - - :.13 - - 0.03 2 D + CG + S - - 0.03 - -0.03 - - 0.03 ,- -0.03 - - 0.03 3 D +CG +US1* - - 0.03 - - 1.03 - - 0.03 - - -0.03 - - 0.03 4 D + CG + *US 1 - - 0.03 - - -0.0 - - 0.03 - - -0.03 - - 0.03 5 D + Wl> - 0.25 0.03 - 0.24 -0.03 - 0.23 :.13 - 0.21 -0.03 - 0.19 0.03 6 D + <W1 - -0.25 0.03 - -0.24 -0.03 - t .-4 0.03 - -0.21 -0.03 - -0.19 0.03 7 D + WP - - 0.03 - - -0.03 - ! 13 - - -0.03 - - 0.03 8 D+CG+S+E> - - 0.03 - - -0.1" - - 0.0 - - -0.03 - - 0.03 9 D+CG+S+<E - - 0.03 - - -1.03 - - 0.03 - - -0.03 - - 0.03 10 D + S + W 1> - 0.25 0.03 - :. 4 -0.03 - 0.23 0.03 - 1.. -0.03 - 0.19 0.03 11 D+S+<W1 - -0.25 0.03 -0.24 -0.03 - -0.23 0.03 - -0.21 -! 13 - -0.19 0.03 12 D + S + WP - - 0 1 - - -0.03 - - 0.03 - - -0.03 - - 0.03 13 D +CG +S +WI> - 0.1 0.03 - 0.12 -0.03 - 0.11 0.03 - 0.11 -0.03 - 0.09 0.03 14 D+CG+S+<W1 - -1.13 0.03 - -0.12 -0.03 - -0.11 0.03 - -0.11 -0.03 - -1.:• 0.03 15 D + CG + S + WP - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - ► . VP BUILDINGS VARCO- PRUDEN 13 14 15 D +CG+S +WI> D +CG +S + <W1 D +CG +S +WP VPC File:CA0215390- 01OEl.vpc 9.34 6.74 8.85 Design Report CA0215390 -01 15.97 15.15 15.56 2.11 -2.11 0.33 0.33 0.33 VPC Version :3.1 te: 6/3/2002 Time: 9:23 AM Page: 64 of 70 X -Loc /15,18/8/11 56/7/0 56/7/0,18/3/7 57/10/0 57/10/0,18/2/3 Gridl - Grid2 1 -P 1 -Q 1 -Q 1 -R I -R Ld Description Hx Vy Vy Hx Hz Vy Hx H Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown) 9.49 (1 (k) (k) (k) (k) ) (k) (k) (k) (k) (k) (k) (k) 1 D + CG + L - - 1.03 - - 0.02 - - -0.02 - - 0.33 - - -0.33 2 D + CG + S - - -0. - - 0.02 - - -0.02 - - 0.33 - - -0.33 3 D +CG +US1* - - -0. - - 0.0 - - -0.02 - - 0.33 - - -0.33 4 D + CG + *US1 - - -0. - - '.12 - - -0.02 - - 0.33 - - -0.33 5 D +W1> 12 0.18 -0. - 1.10 0.02 - 0.10 -0.02 - 4.22 0.33 - 3.21 -0.33 6 D +<W1 D +CG +S + <W1 -0.18 -0. - -0`.' I 0.02 - -0.10 -0.02 - -4.22 0.33 - -3.21 -0.33 7 D + WP - - -0. - - 0.02 - - -0.02 - - 0.33 - - -0.33 8 D +CG +S +E> 0.03 - -0. - I. - - -0.02 - 0.08 0.33 - 0.06 -0.33 9 D + CG + S + <E - - -0.03 - - 0.02 - - -0.02 - -0.08 0.33 - -0.06 -0.33 10 D +S +W1> - 0.18 -0: - 0.10 0.02 - 0.10 -0.02 - 4.22 0.33 - 3.21 -0.33 11 D + S + <W1 - -0.18 -0.03 - -0.10 0.02 - -0.10 -0.02 - -4.22 0.33 - -3.21 -0.33 12 D + S + WP - - -0.03 - - 0.02 - -0.02 - - 0.33 - - -0.33 13 D +CG +S +W1> - ..09 -0.03 - 0.05 0.02 - 0.0 -0.02 - 2.11 0.33 - 1.60 -0.33 14 D + CG + S + <W 1 - -0.09 -0.03 - -0.05 0.02 - -0.05 -: 02 - -2.11 0.33 - -1.60 -0.33 15 D + CG + S + WP - - -0.03 - - 0.02 - - -0.0 - - 0.33 - - -0.33 X -Loc 60/0/0 Hrz left ( -Hx) (k) Load Case Hrz Right (Hx) (k) Load Case Gridl -Grid2 1 -S Hrz Out (Hz) (k) Load Case Uplift ( -Vy) (k) Load Case Ld Description Hx Vy Mom ccw (Mzz) (in-k) Load Case 0 /0 /0 1 -A Cs (application factor not shown) (k) (k) - - 1 D + CG + L -4.93 9.49 - _ - - 2 D + CG + S -9.44 17.90 - - - - 3 D+CG+US1* -7.73 13.04 - - - - 4 D +CG + *USI -7.73 16.37 - - - - 5 D + WI> 4.65 -3.76 - - .- - 6 D +<W1 -0.56 -2.13 - - - - 7 D + WP 0.42 -2.94 - - - - 8 D +CG +S +E> -2.96 7.48 - - - - 9 D +CG +S + <E -5.62 9.13 - - - - 10 D +S +Wl> 1.21 2.64 - - - - 11 D +S + <W1 -4.00 4.27 - - - - 12 D + S + WP -3.02 3.46 - - - - 13 D +CG +S +Wl> -6.74 15.15 - - - - 14 D +CG +S + <W1 -9.34 15.97 - - - - 15 D +CG +S +WP -8.85 15.56 - - - - X -Loc Grid Hrz left ( -Hx) (k) Load Case Hrz Right (Hx) (k) Load Case Hrz In ( -Hz) (k) Load Case Hrz Out (Hz) (k) Load Case Uplift ( -Vy) (k) Load Case Vrt Down (Vy) (k) Load Case Mom cw ( -Mzz) (in Load Case Mom ccw (Mzz) (in-k) Load Case 0 /0 /0 1 -A 4.65 6 9.44 2 - - 3.76 6 17.90 - - - - 2/2/0 1 -B - - - - 4.22 4.22 - - 0.33 - - - - 2/2/0 18/2/3 - - - - 3.21 3.21 0.33 1 - - - - - 0 1-C - - - - 0.10 0.10 I tel .11 , I1 , r) VI VI VI V') , r) , r) , r1 41 v) vl ..11 - - 0.02 - - - - 3/5/0 :/3/7 - - - - 0.10 0.10 0.02 1 - - - - - 8/8/1 1 - ' - - - - 0.19 0.19 - 0.03 1 - - - - 8/8/1 18/8/11 - - - 0.17 0.17 0. 1 - - - - - - 14/9/3 1 -E - - - 0.23 0.23 - - 0.03 1 - - - - 14/9/3 19/2/12 0.21 0.21 0.03 1 - - - - 20/10/5 1 -G 0.25 ,A!1� - - 0.03 1 - - - - 20/10/5 19/8/14 - - - - 0.24 0.24 0.03 1 - - - - - - 26/11/7 1 -J - - - - 0 V) 0.28 - - 0.04 1 - - - - 26/11/7 20/2/15 - - - - 0.27 0.27 0.04 1 - - - - 33/0/9 1 -K - - - - 0.288 - - 0.04 1 - - - - 33/0/9 20/2/15 - - - - 0.27 0.27 0.04 1 - - - - - - 39/1/11 1 -L - - - - 0.25 0.25 - 0.03 1 - - - - 39/1/11 19/8/14 - - - 0.24 0.24 0.0 1 - - - - - - 45/2/13 1- - - - - 0.23 0.23 - - 0.03 1 - - - - 45/2/13 2/12 - - - - 0.21 0.21 0.03 1 - - - - - - 5 1 -P - - - - 0.19 0.19 - - 0.03 - - - - VP BUILDINGS VARCO- PRUDEN Design Report CA0215390 -01 Date: 6/3/2002 Time: 9:23 AM Page: 65 of 70 Maximum Reactions Summary - Framin VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 X -Loc Grid Mem. No. Thickness (in.) Width (in.) Length (in.) Num. Of Bolts Bolt Diam. (in.) Type Welds to Flange Welds to Web 0/0/0 Moment - In 1 0.375 Type 13 vvv vvvd - •cr 0.750 A36 OS- 0.1875 OS- 0.1875 2/2/0 4 7 0.375 0.00 10 0.750 A36 OS- 0.1875 OS- 0.1875 3/5/0 No. 8 0.375 (in.) 9 0.750 A36 OS- 0.1875 OS- 0.1875 8/8/1 Bolt 9 0.375 (in -k) 9 0.750 A36 OS- 0.1875 OS- 0.1875 14/9/3 KN(Top) 10 0.375 6.00 9 0.750 A36 OS- 0.1875 OS- 0.1875 20/10/5 11 0.375 1739.3 9 0.750 A36 OS- 0.1875 OS- 0.1875 26/11/7 12 0.375 27.50 9 0.750 A36 ' OS- 0.1875 OS- 0.1875 33/0/9 13 0.375 00 9 0.750 A36 OS- 0.1875 OS- 0.1875 39/1/11 6.00 14 0.375 2.50 9 0.750 A36 OS- 0.1875 OS- 0.1875 45/2/13 637.3 15 0.375 9 0.750 A36 OS- 0.1875 OS- 0.1875 51/3/15 0.750 16 0.375 9 0.750 A36 OS- 0.1875 OS- 0.1875 56/7/0 809.2 17 0.375 KN(Top) 9 0.750 A36 OS- 0.1875 OS- 0.1875 57/10/0 18 0.375 10 0.750 A36 OS- 0.1875 OS- 0.1875 60/0/0 6 0.375 0.625 13 0.750 A36 OS- 0.1875 OS- 0.1875 Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D . 0.00 Bolt 4.45 Rows -Out Rows -In Moment - Out Moment - In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 0.00 Actual Capacity 19.20 Actual Capacity No. No. 19.20 WI> (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt VI U (in -k) (in -k) U (in -k) (in -k) 3.49 3.49 KN(Top) 0.00 0.625 6.00 28.00 0.750 2.50 1511.6 1739.3 so so N N vi vll 417.1 864.3 KN(Top) 0.625 6.00 27.50 0.750 2.50 1511.6 1739.3 417.1 864.3 SP 0.375 6.00 31.07 0.750 2.50 120.8 637.3 808.4 809.2 SP Q H cn 0.375 - 6.00 31.07 0.750 2.50 N M h 120.8 637.3 808.4 809.2 KN(Top) 0.625 6.00 27.50 0.750 2.50 1511.6 1739.3 417.1 864.3 KN(Top) 0.625 6.00 28.00 0.750 2.50 1511.6 1739.3 417.1 864.3 Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D . 0.00 0.00 4.45 3.48 CG 0.00 0.00 6.73 6.73 L 0.00 0.00 8.78 8.78 S 0.00 0.00 25.60 25.60 US1* 0.00 0.00 19.20 19.20 *US1 0.00 0.00 19.20 19.20 WI> 5.21 5.21 9.35 9.36 <Wl 5.21 5.21 9.35 9.36 WP 0.00 0.00 9.35 9.36 E> 3.49 3.49 0.00 0.00 <E 3.49 3.49 0.00 0.00 Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side _ Welding Description FB3024 S1 10.55 22.181 164.91 3.00 66.54 03750 2.000 Opposite Fillet Std FB4020 S3 2.01 35.500 N/A N/A N/A 0.3750 2.000 Both F- FP,W- OS- 0.1875 Vl S3 12.39 35.500 N/A N/A N/A 0.3750 2.000 Both F- FP,W- OS- 0.1875 S1 10.55 22.181 164.91 3.00 66.54 0.3750 2.000 Opposite Fillet Std Member From Member Joint 1 From Side Point 1 Part Design Note N rn V 7/2/4 7/2/4 FB2110 12/2/4 12/2/4 FB3024 3/9/2 25/8/5 FB4050 12/10/11 16/6/11 FB2104 13/6/0 1/6/11 FB4020 1/6/0 1/6/11 FB4020 VP BUILDINGS VARCO-PRUDEN 18/8/11 1 -Q 18/3/7 1 -R 18/2/3 I -S Sum of Forces with Reactions Check - Fromm Base Plate Summar Web Stiffener Summa Bolted Connections (A325 Bolts Flange Brace Summa VPC File:CA0215390- 01OEl.vpc Design Report CA0215390-01 6 6 6 6 6 0.18 0.10 0.10 4.22 3.21 5 5 5 5 5 0.03 0.02 0.33 3.76 5 0.02 0.33 17.90 2 Date: 6/3/2002 Time: 9:23 AM Page: 66 of 70 VPC Version :3.1 VP BUILDINGS VARCO•PRUDEN 5 5 6 6 1/6/0 10/7/9 7/2/4 12/2/4 Design Report CA0215390 -01 16/6/11 25/8/5 7/2/4 12/2/4 FB2104 FB4050 FB2110 FB3024 VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 67 of 70 Mem. No. Actual Forces Actual Stresses Allowable Stress Condition Mem. ..oc. ft Depth in. Load Case 'Vial k Shear k Mom -x in -k Mom -y in -k Axial ksi Shear ksi Bnd -X ksi Bnd -Y ksi - -- Axial Stress Shear /Force Bnd -X - -- Bnd -Y Sum % Bnd +Ax % Shear 24.59 12.20 24.59 1.06 -. 60.1 - 1268.4 -1205 3 696 7 696 7 - 1205.3 -1268 3 -226 0 .0 8 -18 -2 5 -3.2 -4.0 -4 0 -3 2 -2 5 -18 -0 8 -226 0 000000 00000000 000 000000000doo000000 7 M N N M M O 00 00 41 N O O N V'1 00 00 O wi VD O ON ON O O --� N M M N O �D N N sD VD N N N 2.63 2.62 23.99 0.00 21.04 2.65 29.01 37.50 0.926 0.990 1.24 2.71 33.17 2.71 -11.6 133 1.34 2.14 17.25 0.00 20.75 2.74 22.72 28.12 0.808 0.783 1.08 8.51 24.05 0.94 -9.6 3.3 1.66 0.84 19.78 0.00 18.07 4.01 25.17 25.17 0.852 0.209 37.2 6.40 24.05 35.22 -9.6 -3.3 1.66 0.84 19.78 0.00 18.07 4.01 25.17 25.17 0.852 0.209 8.82 10.66 33.17 60.0 -11.6 -13.3 1.34 2.14 17.25 0.00 20.75 2.74 22.72 28.12 0.808 0.783 1.24 12.20 24.59 33.17 -18.3 8.7 2.63 2.62 23.99 0.00 21.04 2.65 29.01 37.50 0.926 0.990 21.1 9.09 8.14 0.98 1.72 1.10 0.06 0.05 14.87 0.00 6.33 19.20 17.99 36.00 0.836 0.002 56.7 1.08 8.00 60.1 1.31 28.1 0.01 0.02 0.13 0.00 33.74 24.92 35.47 35.47 9.004 0.001 9 1.61 8.00 0.0 -0.0 0.0 0.01 0.00 0.28 0.00 33.17 24.92 35.47 35.47 0.008 0.000 10 1.87 8.00 2.38 -0.0 0.0 0.01 0.00 0.39 0.00 32.45 24.92 35.47 35.47 0.011 0.000 11 2.12 8.00 1.00 -0.0 0.0 0.01 0.00 0.50 0.00 31.68 24.92 35.47 35.47 0.014 0.000 12 2.37 8.00 1.32 -0.0 0.0 0.02 0.00 0.61 0.00 30.85 24.92 35.47 35.47 0.018 0.000 13 2.37 8.00 13.6 -0.0 0.0 0.02 0.00 0.61 0.00 30.85 24.92 35.47 35.47 0.018 0.000 14 2.12 8.00 3.30 -0.0 0.0 0.01 0.00 0.50 0.00 31.68 24.92 35.47 35.47 0.014 0.000 15 1.87 8.00 1.00 -0.0 0.0 0.01 0.00 0.39 0.00 32.45 24.92 35.47 35.47 0.011 0.000 16 1.61 8.00 0.0 -0.0 0.0 0.01 0.00 0.28 0.00 33.17 24.92 35.47 35.47 0.008 0:000 17 1.08 8.00 40.5 -0.0 -0.0 0.01 0.02 0.13 0.00 33.74 24.92 35.47 35.47 0.004 0.001 18 9.09 8.14 1.08 -0.3 0.1 0.06 0.05 14.87 0.00 6.33 19.20 17.99 36.00 0.836 0.002 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. Klx /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 1 12.20 24.59 6.96 10.04 1.06 174.47 60.1 28.1 26.1 56.7 26.5 52.86 60.1 1.31 28.1 1.30 1.00 0.88 1.24 1.08 2 2.71 33.17 8.63 11.90 0.78 327.85 21.1 49.7 27.5 27.1 63.9 69.86 21.1 1.08 109.8 1.10 0.94 0.98 1.10 1.72 3 8.51 24.05 5.77 8.82 0.82 327.85 60.0 60.0 37.2 72.9 72.9 35.22 60.0 1.13 60.0 1.13 0.84 1.00 1.24 1.07 4 6.40 24.05 5.77 8.82 0.82 327.85 60.0 60.0 37.2 72.9 72.9 35.22 60.0 1.13 60.0 1.13 0.84 1.00 1.07 1.24 5 10.66 33.17 8.63 11.90 0.78 327.85 49.7 21.1 27.5 63.9 27.1 69.86 109.8 1.10 21.1 1.08 0.94 0.98 1.72 1.10 6 12.20 24.59 6.96 10.04 1.06 174.47 60.1 28.1 26.1 56.7 26.5 52.86 60.1 1.31 28.1 1.30 1.00 0.88 1.24 1.08 7 9.09 8.14 5.26 3.43 1.23 218.17 218.2 0.0 63.6 177.4 0.0 15.20 218.2 1.96 0.0 0.00 1.00 1.00 1.00 1.00 8 1.08 8.00 2.38 3.30 1.08 33.42 20.4 0.0 10.1 18.8 0.0 6.01 33.4 1.32 0.0 0.00 0.89 1.00 1.00 1.00 9 1.61 8.00 2.38 3.30 1.08 38.67 25.7 0.0 11.7 23.7 0.0 6.50 38.7 1.32 0.0 0.00 0.89 1.00 1.00 1.00 10 1.87 8.00 2.38 3.30 1.08 44.77 31.8 0.0 13.6 29.3 0.0 6.50 44.8 1.32 0.0 0.00 0.89 1.00 1.00 1.00 11 2.12 8.00 2.38 3.30 1.08 50.86 37.9 0.0 15.4 34.9 0.0 6.50 50.9 1.32 0.0 0.00 0.89 1.00 1.00 1.00 12 2.37 8.00 2.38 3.30 1.08 56.95 44.0 0.0 17.3 40.5 0.0 6.50 57.0 1.33 0.0 0.00 0.89 1.00 1.00 1.00 13 2.37 8.00 2.38 3.30 1.08 56.95 44.0 0.0 17.3 40.5 0.0 6.50 57.0 1.33 0.0 0.00 0.89 1.00 1.00 1.00 14 2.12 8.00 2.38 3.30 1.08 50.86 37.9 0.0 15.4 34.9 0.0 6.50 50.9 1.32 0.0 0.00 0.89 1.00 1.00 1.00 15 1.87 8.00 2.38 3.30 1.08 44.77 31.8 0.0 13.6 29.3 0.0 6.50 44.8 1.32 0.0 0.00 0.89 1.00 1.00 1.00 16 1.61 8.00 2.38 3.30 1.08 38.67 25.7 0.0 11.7 23.7 0.0 6.50 38.7 1.32 0.0 0.00 0.89 1.00 1.00 1.00 17 1.08 8.00 2.38 3.30 1.08 33.42 20.4 0.0 10.1 18.8 0.0 6.01 33.4 1.32 0.0 0.00 0.89 1.00 1.00 1.00 18 9.09 8.14 5.26 3.43 1.23 218.17 218.2 0.0 63.6 177.4 0.0 15.20 218.2 1.96 0.0 0.00 1.00 1.00 1.00 1.00 VP BUILDINGS VARCO-PRUDEN Design Report CA0215390 -01 VPC File:CA0215390- 01OEl.vpc VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 68 of 70 Frame Desi gn Member Summary • Controllin Loa No. Do Not Use Origin Factor Def H Def V Application Description --+ N M V V') VD Dir. User 1.000 144 480 0.750 Wl> Wl> - 100.00 - 100.00 User 1.000 144 480 0.750 <W1 <W1 OF OF User 1.000 144 480 0.750 WP WP User 1.000 144 0 1.0 F> E> User 1.000 144 0 1.0 <E <E User 1.000 0 480 1.0 S S Side Units Type Description Magl Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 2 3 plf plf CG CG bi -fold door wt. bi -fold door wt - 100.00 - 100.00 0/0/2 0/0/2 - 100.00 - 100.00 30/1/2 30/1/2 N N DOWN DOWN 1.000 1.000 OF OF Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 -0.629 -1.396 (H/302) (IJ483) 1 3 2 2 4 6 Fa S VP BUILDINGS VARCO- rRUDEN User Defined Frame Line Loads for Cross Section: Deflection Load Combinations - Framin Maximum Frame Deflection Summary for Cross Section: Design Report CA0215390 -01 /..-1,-f-ri RL '.1 /1R'- 1 /R" 7 1 R'- 11 /R"LR'- 1/R "�R'- 11/R "1 R' -1 1 /R"1 1 /R "L5'- 1 1 /R "S' -311 / ... r , -' 7 Rn 1 7 i Date: 6/3/2002 Time: 9:23 AM Page: 69 of 70 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0215390- 01OE1.vpc VPC Version :3.1 Wall /Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Location: 2 Panel Rib Not by VP - Masonry 26 0/8/0 KXL Arctic White Right to Left Peak Out 40/0/0 Location: 3 Not by VP - Masonry 0/8/0 Location: 4 Panel Rib 26 KXL Arctic White Left to Right Peak Out 40/0/0 Location: 5 Panel Rib 26 KXL Arctic White Left to Right Peak Out 40/0/0 Location: 6 Not by VP - Panel 0/1/4 Standard Option Yes None No Yes Wall: 2 Location: 2 Panel Rib Not by VP - Masonry 26 0/8/0 KXL Arctic White Right to Left Peak Out 40/0/0 Wall: 3 Panel Rib 26 KXL Arctic White Right to Left Peak Out 40/0/0 Location: 2 Not by VP - Masonry 0/8/0 1.00 Wall: 4 Location: 2 Panel Rib Not by VP - Masonry 26 0/8/0 KXL Arctic White Right to Left Peak Out 40/0/0 Location: 3 Not by VP - Masonry 0/8/0 Wall: 3 Location: 2 Full Width 0/0/0 1/0/0 Roof: A Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 35/0/0 Roof: B Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 35/0/0 Wall /Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Location: 2 Color Match Carbon Not Applicable Standard Option Standard Option Yes None No Yes Location: 3 Not Applicable 1/0/0 Location: 4 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 5 Location: 6 Color Match Carbon Not Applicable Standard Option Standard Option Yes None No Yes Wall: 2 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable 7/7/4 15/8/8 2/6/0 RE 7/7/4 15/8/8 Wall: 3 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable 16/7/0 1.00 Wall: 4 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Wall: 3 Location: 2 Full Width 0/0/0 1/0/0 Location: 3 Not Applicable 1/0/0 Roof: A Stainless Steel Capped Standard Option Ice Damming Yes None No Yes Roof: B Stainless Steel Capped Standard Option Ice Damming Yes None No Yes Wall /Roof Start Dim. Bottom Elev. Top Elev. End Dim. Bottom Elev. Top Elev. First Pitch Second Pitch Ridge Distance Ridge Height psf Wall: 1 Location: 2 0/0/0 LE 0/0/0 1 /0 /0 1/10/0 FS 0/0/0 1/0/0 Wall: 1 Location: 3 58/2/0 LE 0/0/0 1/0/0 0/0/0 RE 0/0/0 1/0/0 . Wall: 1 Location: 4 2/6/0 LE 0/0/0 7/7/4 2/6/0 RE 0/0/0 7/7/4 Wall: 1 Location: 5 2/6/0 LE 7/7/4 15/8/8 2/6/0 RE 7/7/4 15/8/8 Wall: 1 Location: 6 2/6/0 LE 15/8/8 16/7/0 2/6/0 RE 15/8/8 16/7/0 1.00 Wall: 2 Location: 2 Full Width 0/0/0 1 /0 /0 0/0/0 1/0/0 Wall: 3 Location: 2 Full Width 0/0/0 1/0/0 0/0/0 1/0/0 Wall: 4 Location: 2 0 /0 /0 LE 0/0/0 1/0/0 51/3/0 FS 0/0/0 1/0/0 Wall: 4 Location: 3 63/3/0 LE 0/0/0 1 /0 /0 0 /0 /0 RE 0 /0 /0 1/0/0 Codes Definition LE RE FL FS From Left Edge From Right Edge From Frame From Start Dim C overin Shape: Hanger Panel Data Abbreviation Definitions Location Data Fastener Data VPC File:CA0215390- 01OEl.vpc Design Report CA0215390 -01 VPC Version :3.1 Date: 6/3/2002 Time: 9:23 AM Page: 70 of 70 ICBO APPROVALS LOCATION CA NC AL WI MO OH AR APPROVAL P FA -240 FA -376 FA -377 FA -378 FA -388 FA -394 FA-401 DRAWING RELEASE HISTORY TYPE FOR CONSTRUCTION �DIZ COT(5?'r ��7ID,h' DRAWING INDEX DRAWING TITLE Cover Sheet Notes Anchor Bolt Plan (AB) Primary Structural (PS) Secondary Structural (SS) Covering (C) Special Drawings (SP) Standard Erection Details PAGES =1 2 AS -I 4-o AS -2 PS I tv P: Sal ro SP- -2 - SEO -1 i 0 SED-5 DATE 6 -4 -02 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. DESCRIPTION Anchor Bolt Plans AWN i ' -111Pimp21110 411 411 I I VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 ps Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Occupancies VP BUILDINGS VARCO - PRUDEN FOR CONSTRUCT1 THIS DRAWING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. N THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN TOIL DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER CT HRAC N I G H, INCLUDING THE CORRECT USE OF TEMPORARY 1. MATERIALS STRUCTURAL STEEL PLATE COLD FORMED LIGHT GAGE SHAPES BRACE RODS STRUCTURAL CABLES HOT ROLLED MILL SHAPES HOLLOW STRUCTURAL SECTION (HSS) ROOF AND WALL SHEETS BOLTS 2. STRUCTURAL PRIMER SHOP PRIMER PAINT IS A RUST INHIBITIVE PRIMER AND IS VP BUILDINGS COLOR BRONZE. THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. 5. VP BUILDINGS IS AN APPROVED FABRICATOR WITH THE FOLLOWING CERTIFICATIONS: ISO 9001 CERTIFIED CITY OF LOS ANGELES TYPE 1 FABRICATOR CITY OF SEATTLE CANADIAN WELDING BUREAU DIVISION 1 CERTIFICATION VP BUILDING GENERAL NOTES ASTM DESIGNATION, A529 OR A572 OR A570 OR A607 A570 OR A607 A572 A475 A36 OR A572 A500 A653 OR A792 A307 AND A325 ar GRADE 50 GRADE 55 GRADE 65, UNLESS NOTED GRADE EHS FY= 36 KSI OR GRADE 50 GRADE B GRADE 50 A325, UNLESS NOTED 3. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTED CONNECTIONS EXCEPT AS NOTED OTHERWISE ON THE DRAWINGS AND DETAILS ARE SUBJECT TO AXIAL TENSION AND OR SLIP CRITICAL. AS SUCH THE BOLTS MUST BE FULLY PRE - TENSIONED AND INSPECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC /RCSC " SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AND THE APPLICABLE BUILDING CODE. WASHERS ARE NOT REQUIRED WHEN THE "TURN -OF -NUT' TIGHTENING PROCEDURE IS USED. IF OTHER BOLT TIGHTENING PROCEDURES ARE USED, LONGER BOLTS AND WASHERS AS REQUIRED BY THE SPECIFICATION WILL BE REQUIRED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE PROPER BOLT TIGHTNESS. 4. BUILDER / CONTRACTOR RESPONSIBILITIES VP BUILDINGS STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN THE CONTRACT DOCUMENTS, VP BUILDINGS DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. (A VP BUILDINGS SPECIFICATION BOOKLET IS AVAILABLE UPON REQUEST) IN CASE OF DISCREPANCIES BETWEEN VP BUILDINGS STRUCTURAL PLANS AND PLANS FOR OTHER TRADES, THE VP BUILDINGS PLANS SHALL GOVERN. IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED. APPROVAL OF VP BUILDINGS DRAWINGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE VP BUILDINGS INTERPRETATION OF THE CONTRACT PURCHASE ORDER. ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS SIGNED VP BUILDINGS APPROVAL PACKAGE, CHANGES FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL, ENGINEERING, AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE. A PENALTY FEE MAY BE CHARGED IF THE PROJECT MUST BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS VP BUILDINGS DESIGN AND DETAILING APPROACH COMPLIES WITH THE PURCHASE ORDER. THE BUILDER / CONTRACTOR OR NE FIRM ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE AND COMPATIBILITY CONCERNING ANY MATERIALS NOT FURNISHED BY VP BUILDINGS ARE TO BE CONSIDERED AND COORDINATED BY THE BUILDER / CONTRACTOR OR NE FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER, VP BUILDINGS ASSUMPTIONS WILL GOVERN. THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS FOR THE VP BUILDINGS BUILDING DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT VP BUILDINGS OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING COMPONENTS IN ACCORDANCE WITH VP BUILDINGS "FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSI&lb OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTALL. S rA A L E o <,(c‘ \STE ?.e cp a VP BUILDINGS CPC VERSION. 3 . 1 JOB M CA0215390 -01 DATE 6/4/02 DRAWN / CHECK GWW PAGE A [ Cl Additions to Existing Structures: Bracing: VP assumes no liability for snow accumulation loads that may be imposed on existing structures due to the proximity of this building. Metal building brace rods and cables work in pairs to balance the forces caused by initial tensioning. Care must be taken when tightening brace rods or cables so as not to cause accidental damage or misalignment of building components. All rods /cables must be installed loose and then tightened sequentially and equally to maintain proper alignment of components. When properly tightened, rods and cables should not exhibit excessive sag. For long or large rod bracing it may be necessary to support the rod at mid -bay by suspending it from a purlin at the appropriate elevation. Bracing for seismic or wind loading of suspended objects that are not part of the VP structure must be designed by a qualified professional engineer. The design must meet code requirements and safely deliver the lateral loads to one of the VP primary bracing systems. In addition, the bracing must be designed and erected in a manner that will not impose torsional or minor axis loads, or cause local failures in any VP structural components. No material may be cut, drilled, or otherwise removed from any part of this VP building without the consent of VP. The engineer (CAN / CANNOT) rely on the VP roof deck to act as a diaphragm. VP accepts no responsibility for the design and installation of bracing for objects that are not furnished or specified by VP. Field Welding: All field welding shall be done in compliance with AWS procedures by welders qualified to perform the weld as directed by the associated welding procedure specification (WPS). A WPS shall be prepared by the contractor for each welding variation specified, as required by code. Unless noted otherwise, use E70XX electrodes. The contractor shall provide for any code specified special inspections. Wall Openings: Unless specifically noted otherwise on these drawings or the VP Buildings contract documents, all closeable wall openings such as windows and doors must be designed to resist the same code prescribed wind loads as applicable to the building. VP Buildings will not consider these as openings for the purpose of determining the building enclosure category unless specifically instructed in writing to do so. Field Modifications: Do not add loads to or otherwise modify this VP Building structure in any way. Any additions or modifications to this VP Building structure, including removal or alteration of cladding, must be performed under the supervision of a qualified licensed professional engineer who accepts all responsibility for the adequacy and consequences of the additions or modifications. VP Buildings, Inc. accepts no responsibility for the consequences of any additions or alterations to this structure. Removal of wall or roof cladding or segments thereof may seriously reduce the ability of the building to resist design loads, and must not be done except under the supervision of a qualified licensed professional engineer who accepts all responsibility for the adequacy and consequences of the modifications. Continuous girts and purlins must not be cut without the advance written consent of VP. This includes but is not limited to cuts made for installation of field located framed openings for doors, louvers, windows, mechanical systems, and similar devices. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reduci Coll. Load:Gravity Wind Speed: 80.00 m Wind Exposure: C Roof Snow: 35.00 ps Snow Exposure Categ Seismic: Zone 3 Building Use:Standa Masonry: Parapets: Sealants: ry 3 d Occupancies All fasteners and sealant for counter flashing of masonry or concrete is not by VP. The engineer responsible for the design of the masonry wall is also responsible for ensuring that the design of the wall (including its base detail) is compatible with the deflection criteria for this building. VP accepts no responsibility for the design of masonry walls. The VP eave purlins and rake channels are not designed to support lateral loads from masonry or other walls not by VP. Walls not by VP must not be attached to VP eave purlins or rake beams, other support material must be included. Independent Mezzanines: Independent mezzanines must be designed by a qualified professional engineer to meet all code requirements. The engineer must also ensure that proper isolation from the VP building has been provided to avoid impact due to differential movement. VP accepts no responsibility for the design of independent mezzanines. Buildings with parapet walls and internal gutters must be furnished with rainwater overflow mechanisms (such as scuppers) to prevent the accumulation of water in the event of a gutter blockage. It is the responsibility of the contractor to make sure that the scuppers are of the appropriate size, quantity, location, and design to prevent water accumulation on the roof. Failure to do so can result in building collapse. VP accepts no responsibility for the design and installation of overflow mechanisms. Butyl - Service Temperature Range: -40 degrees F to 220 degrees F (-40 degrees C to 104 degrees C) Tape - Service Temperature Range: -60 degrees F to 212 degrees F ( -51 degrees C to 100 degrees C) le) 20.00 psf .00, Uplift 0.00 psf h THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING. ALL APPLIABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV Special Notes: 1. This building has been designed as an enclosed structure. The maximum allowed wind speed with the hangar door open is 60 mph. 2. Frame Line 1 deflections: (10 -yr) Lateral wind: (10 -yr) Longitudinal wind: Full Seismic: Full Snow: DATE BY DESCRIPTION BITS Horizontal Vertical - 0.62" (H/309) 0.518" (L/1301) - 0.035" (H/5439) 0.415" (L/1624) - 0.856" (H/224) - 0.379" (L/1778) - 0.136" (H/1398) - 1.396" (L/483) FOR CONSTRUCTION Erection Notes BUILDER Teton West CUSFAMERL arry Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S PO+ VP BUILDINGS vARcoppuosN UPC VERSION. 3 . 1 JOB II CA0215390 -01 DATE 6/4/02 DRAW N /CHECK GWW PAGE 2 FILENAME. r EUSV_nlncf .,.... 2 1 3' -3" 2' -2" Dimension Key 0 0 D4 23' -4" 23' -4" 23' -4" D5 D5 a, I D3 D3 I TTI D 3 D3 I I D1 D2 D2� D1 D4 70' 0" ANCHOR BOLT PLAN 12' "--f-0-1 Finished Floor Elevation - 100' -0" (Unless Noted Otherwise) 0 N X- Framed Opening Width FOR CONSTRUCTION CONCRETE, GROUT, ANCHOR BOLTS, AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS 2. ANCHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FY - 36. KSI). ANCHOR BOLT LENGTH, EFFECTS OF EMBEDDED ANCHOR BOLT EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. 3. DESIGN LOADS AND REACTIONS ARE FURNISHED ON OTHER DOCUMENTS. 4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH. ANCHOR BOLTS MUST BE AC RATELY PL A ED A HOWN • THIS Ir•AWIN OR TEEL WILL NOT FIT THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED SY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 :Standard 0cc THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR Is SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAW INS, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS ANCHOR BOLT PLAN BUILDER Teton West cusTOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDERS Pox VPC VERs10 JOB x CA0215390 -01 DATE 6/4/02 DRAWN /CHECK GWW 1 6/4/2002 9:13:53 FILENAME. CAn21539n -n1OP1 Y,nr 2 1/2" 3 1/2" D5 (4)3/4" Dia. A36 A.Bolts Plate W =8" L =8" Elevation =100' -0" D1 (2)3/4" Dia. A36 A.Bolts Plate W =8" L =10" Elevation =101' -0" I I" O z w J r m I- 0 z 0 E E 0 T., 2 1/2" 64mm 6" 1152mm 4- - F 2 1/2" (64mm) PROJECTION (U.O.N.) BOTTOM OF COLUMN BASE PLATE ELEV. TYPICAL ANCHOR BOLT PROJECTION a 2 1/2" 64mm B L. 1 1/4" 32mm 51/8" 1130mm 14 "I 102mm cJ D2 (2)3/4" Die. A36 A.Bolts Plate W =8" L =10" Elevation =101' -0" 1/2" (13mm) DIAMETER CONCRETE ANCHORS (NOT BY VP) OPENING WIDTH NOTE: 1" (25mm) PROJECTION ABOVE BOTTOM OF JAMB CLIP FRAMED OPENING DETAIL `^ w N i+J ••• d Cs, w 1 1/4" 32mm 0 D3 (4)1" Dia. A36 A.Bolts Plate W =9" L =1' -1" Elevation =100' -0" B VARIES c—o 21/2" 64mm 4- - I 164mm F STD = 1/2" (13mm) FLUSH = 0" (0mm) TYPICAL COLUMN BASE PLATE DETAIL in E E 0 E r� BOTTOM OF COLUMN BASE PLATE 0 P L 1 -0" 305mm 2 1/2" 4- 4- 64mm ' 'I 1 F D4 (4)3/4" Dia. A36 A.Bolts Plate W=8" L =1' -1" Elevation =100' -0" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) E E o Er) B r FOR CONSTRUCTION 1. CONCRETE, GROUT, ANCHOR BOLTS, AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS 2. ANCHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FY = 36 KSI). ANCHOR BOLT LENGTH, EFFECTS OF EMBEDDED ANCHOR BOLT EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. 3. DESIGN LOADS AND REACTIONS ARE FURNISHED ON OTHER DOCUMENTS. 4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH. ANCHOR BOLTS MUST BE ACCURATEL P A ED AS SH WN ON THIS RAWING OR S EEL WILL NO F . THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Buildin e: Oc an ies THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUOINO THE CORRECT USE OF TEMPORARY BRACING VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS ANCHOR BOLT PLAN — DETAILS BUILDER Teton West CUSTOMER Larry Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POI JOB I CA0215390 -01 DATE 6/4/02 DRAWN /CHECK GWW FILENAME _ _ _ _ _ _ _ 4 3 2 1 1' -0" 6" 1' -3" 2' -2" Dimension Key 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. { PO 1-4 oo t �4 EPX002 w M CX003 Ln o EPX003 EPX006 EPX006 EPX004 EPX006 H EPX005 ' EPX006 h EPX005 EPX006 F4 EPX004 o EPX006 X EPX003 EPX002 1 2(001 G PX001 . CX003 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 22' -4" CX002 CX002 PRIMARY AND ROOF BRACING PLAN Building Code: 97UBC Live Load: (Reducible) 20.00 ps Coll. Load:Gravity 1.00 Uplift 0 Wind Speed: 80.00 mpn Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building lisp:Standard Occunancies VP Ref: 23' -4" 70' 0" Shape Name = Hanger .00 psf CX001 CX001 22' -10" THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. REV DATE 0 a 0 0 (2 C H VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 BY CGX001 0 0 x N O O CD CD w CGX002 DESCRIPTION NTS FOR CONSTRUCTION PRIMARY AND ROOF BRACING PLAN BUILDER Teton West cUSTOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POR VP BUILDINGS vARWPRLOEN VPC VERSION: 3 . 1 JOB /0 CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad gww PAGE PS -1 6/20/2002 13:11:58 FILENAME' CA 0 2 15 3 9 0- 010E 1. vp c Frame Part CGX001 BGX001 BGX001 CGX002 EGX001 EGX002 7 20' -6" 6 2' -9" 5 3' -0 3/4" 4 3 3/8" 3 2 ® 4' -1 9/16" 2 1' -6 11/16" 1 8 1/2" Dimension Key Member Schedule Mem. Width Thick. Webthk Depthl Depth2 1 5" .0590 2 6).0590 8 1/2" 8 1/2" 2 -5 5" .1050 2 ®.1050 8 1/2" 8 1/2" 6 -9 5" .1050 2 ®.1050 8 1/2" 8 1/2" 10 5" .0590 2 ®.0590 8 1/2" 8 1/2" 11 5" .0590 2 ®.0590 8 1/2" 8 1/2" 12 5" .0590 2 6).0590 8 1/2" 8 1/2" I Q1 co FP5Z"QSO Ft ZOS`° 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. Approx. Lgth 15' -7 5/8" 30' -1" 30' -1" 15' -7 5/8" 17' -1 5/8" 17' -1 5/8" 30' -1 1/4" 1.000:12 4 @ 5' -0" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. OA325 Id Qty Dia. A 4 1/2" B 4 3/4" Bolt Bolt Plate VP Ref: Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Orruoancies Bolt Connection & Plate Schedule Length Thick. 1 1/2" 3/8" 2" 1 /2" psf Rows Out 1 1 Shape Name = Hanger Wall 2, Frame 1 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. Rows Tension Washer In Bolt 1 18' -6" :::: FRAME CROSS SECTION AT FRAME LINE(S) 4 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. 0000 DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING, 30' -1 1/4" 1.000:12 4 @ 5' -0" VP Buildings. Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE 18' BY Frame Clearances Horiz. Clearance between members 1(CGX001) and 10(CGX002): 57' -2" Vert. Clearance at member 1(CGX001): 16' -8 3/8" Vert. Clearance at member 10(CGX002): 16' -8 3/8" Vert. Clearance at member 11(EGX001): 18' -1 7/16" Vert. Clearance at member 12(EGX002): 18' -1 7/16" Finished Floor Elevation 100' -0" (Unless Noted Otherwise) DESCRIPTION NTS FEZ °S' FOR CONSTRUCTION FRAME CROSS SECTION AT FRAME LINE(S) 4 BUILDER Teton West CUSTOMER Garrelts LOCUTION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POB VP BUILDINGS VPC VERSION' 3 - 1 JOB Y CA0215390 -01 DATE 6/21/02 DRAWN/CHECK jad gww PAGE PS -2 6/20/2002 14:37:15 FILENAME' CA0215390- 010E1.vpc 7 6 5 4 3 2 1 Frame Part CX001 RBX001 RBX002 CX001 Member Schedule Mem. Width Thick. 1 5" .3125 2 5" .3125 3 5" .2500 4 5" .2500 5 5" .3125 6 5" .3125 20' -6" 2'-9" 3' -0 3/4" 3 3/8" 2 @ 4' -1 9/16" l' -6 11/16" 8 1/2" Dimension Key 0 CO Webthk Depthl Depth2 .1875 l' -0" 3' -5" .1875 3' -1" l' -0" .1345 l' -0" l' -9" .1345 l' -9" l' -0" .1875 1' -0" 3' -1" .1875 l' -0" 3' -5" (2)FB4074 FB3004 FBLC2 Approx. Lgth 14' -6 7/16" 30' -1" 30' -1" 14' -6 7/16" 30' -1 1/4" 1.000:12 4 @ 5'-0" OA325 Id Qty A 10 B 8 Bolt Connection & Plate Schedule Bolt Plate Rows Dia. Thick. Out 3/4" 5/8" 3 3/4" 1/2" 1 Bolt Length 2 1/4" 2" Rows Tension Washer In Bolt 2 60' 0" FRAME CROSS SECTION AT FRAME LINE(S) 3 VP Ref: Shape Name RBX002 = Hanger Wall 2, Frame 2 30' -1 1/4" 1.000:12 4 @ 5' -0" Frame Clearances Horiz. Clearance between members 1(CX001) and 6(CX001): 51' -9" Vert. Clearance at member 1(CX001): 14' -6 7/16" Vert. Clearance at member 6(CX001): 14' -6 7/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) (2)FB4074 FB3004 FBLC2 FOR CONSTRUCTION 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. ' Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use :Standard Occupancies THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS FRAME CROSS SECTION AT FRAME LINE(S) 3 BUILDER Teton West cusTOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POY VP BUILDINGS VARCOPRIMEN VPC VERSION. 3 . 1 JOB A CA0215390 -01 DATE 6/21/02 DRAW N /CHECK jad gww 6/20/2002 14 :37:18 FILENAME: CA0215390- O10El.vpc 5 4 3 2 1 Frame Member Schedule Part CX002 1 5" .3125 RBX003 2 5" .3125 3 5" .2500 RBX004 4 5" .2500 5 5" .3125 CX002 6 5" .3125 20' -6" 3 3/8" 2 @ 4' -1 9/16" 1' -6 11/16" 8 1/2" Dimension Key Mem. Width Thick. 0 Co Webthk Depthl Depth2 Approx. Lgth .1875 1' -0" 3' -4" 14' -7 3/8" .1875 3' -0" 11" 30' -1" .1644 11" 2' -3" .1345 2' -3" 11" 30' -1" .1875 11" 3' -0" .1875 1' -0" 3' -4" 14' -7 3/8" (2)FB4070 FB3000 FBLC2 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. 30' - 1 1/4" 1.000:12 4 @ 5'-0" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. (I)A325 Bolt Connection & Plate Schedule Id Qty Bolt Bolt Plate Rows Rows Dia. Length Thick. Out In A 10 3/4" 2 1/4" 5/8" 3 2 B 6 3/4" 2" 1/2" 1 2 FRAME CROSS SECTION AT FRAME LINE(S) 2 VP Ref: Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Orrunancies 60' 0" Uplift 0.00 psf RBX004 Shape Name = Hanger Wall 2, Frame 3 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. Tension Washer Bolt THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 30' -1 1/4" 1.000:12 4 @ 5' -0" Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX002): 51' -11" Vert. Clearance at member 1(CX002): 14' -7 3/8" Vert. Clearance at member 6(CX002): 14' -7 3/8" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS (2)FB4070 FB3000 FBLC2 T M Lr1 FOR CONSTRUCTION l ' j BUILDER Teton West cusrOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POM VP BUILDINGS YARm.nweN VPC VERSION' 3 . 1 FRAME CROSS SECTION AT FRAME LINE(S) 2 JOB CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad gww PAGE PS -4 6/20/2002 14:37:22 FILENAME CA0215390- O10E1.vpc 7 6 5 4 3 2 1 Frame Member Schedule Part Mem. Width Thick. CX003 1 5" .3750 RBX005 2 5" .2500 3 5" .1875 RBX006 4 5" .1875 5 5" .2500 CX003 6 5" .3750 WEPX001 7 W 8 x 31.00 EPX001 8 6" .3125 EPX002 9 6" .3125 EPX003 10 6" .3125 EPX004 11 6" .3125 EPX005 12 6" .3125 EPX005 13 6" .3125 EPX004 14 6" .3125 EPX003 15 6" .3125 EPX002 16 6" .3125 EPX001 17 6" .3125 WEPX001 18 W 8 x 31.00 20' -6" 3 3/8" 2 @ 4' -1 9/16" l' -6 11/16" 8 1/2" 1' -3" 2'-2" Dimension Key CD Webthk Depthl Depth2 .1345 1' -0" 2' -3" .1875 3' -0" l' -4" .1644 1' -4" 2' -6" .1644 2' -6" 1' -4" .1875 1' -4" 3' -0" .1345 1' -0" 2' -3" 8" 8" .1345 8 1/2" 8 1/2" .1345 8 1/2" 8 1/2" .1345 8 1/2" 8 1/2" .1345 8 1/2" 8 1/2" .1345 8 1/2" 8 1/2" .1345 8 1/2" 8 1/2" .1345 8 1/2" 8 1/2" .1345 8 1/2" A 8 1/2" .1345 8 1/2" 8 1/2" .1345 8 1/2" 8 1/2" 8" 8" rn (7Z O1Og21Z • FB2074 FBLC2 FB3024j 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. O Is - 3 Approx. Lgth 14' -6 5/16" 30' -1" 30' -1" 14' -6 5/16" 17' -5 3/16" 1' -11 15/16" 2' -5 3/16" 1' -6" l' -7 3/8" 1' -7 11/16" l' -7 11/16" 1' -7 3/8" 1' -6" 2' -5 3/16" 1' -11 15/16" 17' -5 3/16" 30' - 1 rm rm CA w Tn,4_ - --- 1/16" k 6' 1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 1/4" "tr Fl,1 O50bo1z N H o X co CsI 0.l 1/8" OA325 Bolt Id Qty Bolt Dia. A 8 3/4" B 10 3/4" 1.000:1 4 @ 5' -0" FB2044 �z) I-0 G ,4TIONS Connection & Plate Schedule Bolt Length 2 1/4" 2" ('F Loc-ArIvNs VP Ref: FB2044 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Occupancies psf Plate Thick. 5/8" 3/8" Rows Rows Tension Washer Out In Bolt 3 1 2 3 l0 N O O 0 0 x a a' w 115' -6" 3FFkJ 05 boil CD CD w FB2044 a m Is O 0 a w 115' -6" FB2044 Adjust bottom of all EPX stub columns to elevation 115' -6" after all dead loads are in place and before hangar door installation. 6' 1 1 /8" 6' 1 1/8" f 6' 1 1 /8" 60' 0" FRAME CROSS SECTION AT FRAME LINE(S) Shape Name = Hanger Wall 2 Frame 4 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS THE GENERAL CONTRACTOR ANO /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, 0000 DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING 6' 1 1/8" { 6' 1 1/8" VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV O X a, 115' -6" 1 DATE 30 ' -1 1/4" 1.000:12 4 @ 5' -0" FB2044 BY Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX003): 54' -1" Vert. Clearance at member 1(CX003): 14' -6 5/16" Vert. Clearance at member 6(CX003): 14' -6 5/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) Angle Part ABX1 ABX2 ABX3 ABX4 Mem. Schedule Mem. 3" X 3" X 3/16" 3" X 3" X 3/16" 3" X 3" X 3/16" 3" X 3" X 3/16" NTS Length 3' -8 1/16" 3' -10 1/4" 5' -1 5/16" 3' -0" F 1�O'�D(�OIZ T FB2044 rBxoo c2- DESCRIPTION CD Da w 115' -6" 115' - k 6' 1 1/8" 5' 3 1/16" FOR CONSTRUCTION x a w BUILDER Teton West cuNTOMER Garrelts LOOATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POM r cox D gGOgoqziZ FB3024 FB2074 FBLC2 In FRAME CROSS SECTION AT FRAME LINE(S) 1 JOB M CA0215390 -01 DATE 6/21/02 DRAW NICHEEn jad gww PAGE PS -5 6/20/2002 14:37:26 FILENAM' CA0215390- 01OEl.vpc 6 5 4 3 2 1 1' -0" 6" 6' -1 1/8" 5' -3 1/16" 1'-3" 2' -2" Dimension Key (2,) LOCAr1O145 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR PURLIN LAP, PURLIN TO FRAME, FLANGE BRACE TO FRAME, AND FLANGE BRACE TO PURLIN CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND, FLANGE, AND PURLIN BRACING ARE AN INTEGRAL PART OF THE ROOF STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF ROOF BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. ssi .Pz 0 O 0 G A6 x3) 0 VD Ln 0 111111 (A THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORE PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 22' 4" - — —� — - 02E2303414 a O O 'U (Ai3> N 0 0 35P2611011 35P2611012 35P2611011 35P2611012 35P2611013(Typ.) 35P2611013 35P2611011(Typ.) 35P2611012 35P2611014 02E2303414 22' -4" VP Ref: { Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: Seismic: Zone 3 Building Use:Srandard OrcImanries 3 Shape Name = Hanger psf 23' 4" 01E2303412 45P3006417 45P3006414 45P3006416(Typ.) 45P3006416(Typ.) 45P3006414 45P3006417 01E2303412 23' -4" 70' 0" ROOF SECONDARY PLAN { THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS A RAW ING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION OUIOEG, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. REV DATE 22' -1.0" 03E2303414 25P2611014 25P2611013(Typ.) 25P2611014 25P2611014 25P2611013(Typ.) 25P2611014 03E2303414 22' -10" VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 BY DESCRIPTION NTS J Eo m FOR CONSTRUCTION ROOF SECONDARY PLAN BUILDER Teton West cusrOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S FOR VP BUILDINGS VPC VERSION. 3 - 1 JOB Y CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad gww PAGE SS -1 6/21/2002 7:43:14 FILENAME, CA0215390 -010E1 . vpc 3 2 1 (i)Part Mark Key 1 GCC072084 2 02C0101017 3 02G0101017 4 02C0007417 5 01C0408417 6 01CO509517 7 01C0600517 8 GFA106 O N N 4' -4 3/4" 1'-3" 2' -2" Dimension Key C32 0- ' by VP - Masonry 5' 3 1/16" t 6' 1 1/8" 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 6' 1 1/8" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 6' 1 1/8" { VP Ref: Not by VP - Panel 6' 1 1/8" 60' 0" SECONDARY ELEVATION AT 1 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coil. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building 175F+: Standard Orcunanri Shape Name = Hanger Wall = 1 6' 1 1/8" THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY W ORKMANSHIF IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 6' 1 1/8" VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS 6' 1 1/8" 5' 3 1/16" FOR CONSTRUCTION Not by VP - Masonry a SECONDARY ELEVATION AT 1 BUILDER Teton West CUSTOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDERS POO VP BUILDINGS VARCO,RUCEN THE VERSION: 3 . 1 JOBB CA0215390 - 01 DATE 6/21/02 DRAWN/CHECK jad gww PAGE SS -2 6/20/2002 13:12:10 FILENAME: CA0215390- O10El.vpc 2 0 o u L 1' -0" 6" Dimension Key 03G2303415 03C2303416 / / / / / / / / / / / 22' -10" 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. / THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 01C2303415 X 0 7 ' 4s ''L 0�D / / Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00 Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building UGe:Standard Ocrunancles 01G2303415 Not by VP Masonr / / / 23' 4" 70' 0" SECONDARY ELEVATION AT A VP Ref: Shape Name = Hanger, Wall =.2 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. psf THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV / / / / / / / / / / DATE BY 22' 4" DESCRIPTION NTS 02G2303416 02C2303416 --� FOR CONSTRUCTION SECONDARY ELEVATION AT A BUILDER Teton West CISTOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POY 1 VP BUILDINGS VPC VERSION: 3 . 1 J00 A CA0215390 -01 DATE 6/21/02 DRAW N /CHECK jad gww PAGE SS -3 6/20/2002 13:12:13 FILENAME: CA0215390- O10E1.vpc °Part Mark Key 1 GFA200 0 co O 1 4' -0" Dimension Key 18' -6" / / / / Not by VP - Masonry / / / / / / 23' -0" 60' 0" SECONDARY ELEVATION AT 4 VP Ref: Shape Name = Hanger, Wall 3 18' 6" FOR CONSTRUCTION 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf - Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Ocrnnanr.ies THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAW INO, ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS SECONDARY ELEVATION AT 4 BUILDER Teton West CUSrOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POD VP BUILDINGS VPC VERSION: 3 JOB, CA0215390 -01 DATE 6/21/02 DRAW N /CHECK jad gww PAGE ES -4 6/20/2002 13:12:17 FILENAME' CA0215390 -010E1 .vpc 5 4 3 2 1 °Part Mark Key 1 JBC1 2 01C0709417 3 003CO211417 4 01G0709417 5 003G0211417 r 3' -3" 2 '-9" 3' -0 3/4" 6" 1' -0" Dimension Key 02G2303416 02C2303416 Non -Std Secondary Part 00300211417 003G0211417 / / / / / / / / / / / 22' 4" Part Schedule Thick. Depth Lap 0.0590 8 1/2" 0.0590 8 1/2" 0. c° 01G2303415 0102303415 7 7 Not by VP - Masonry / / / / / / / 23' -4" 70' 0" SECONDARY ELEVATION AT S VP Ref: Shape Name = Hanger, Wall - 4 8' 1" 0 VP 01G2209414 22' -10" DH1200017 12' 0" FOR CONSTRUCTION Not by VP - Masonry 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER - FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard OCT THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BULDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITS THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, IDC. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS SECONDARY ELEVATION AT S BUILDER Teton West CUSTOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S PDX VPC VERSION'. 3,1 SOB w CA0215390 -01 DATE 6/21/02 DRAW N /CHECK jad gww PAGE SS -5 6/20/2002 13:12:20 FILE "AME CA0215390- 010El.vpc Covering Schedule Id Qty #98 24 #99 24 #100 24 Start Panel R29054261GTD P03040263GTD R29054261GTD Last Panel R29054261GTD P03040263GTD R29054261GTD - (Field Repair Fastener) (1 bags) #55308 #17 -14x1" S.S. Roof Fastener Direction Left Left Right 1. PRE- DRILLING 1/8 DIAMETER HOLES FOR ROOF STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE PURLINS, NESTED PURLINS, PURLIN LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS 2. ROOF SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 4. FOR PR PANEL, PRE - DRILLING OF SIDELAP FASTENERS REQUIRED DUE TO THE ABSENCE OF A PURLIN BEARING EDGE. SEE SED RCO3B1. to Right to Right to Left 0 0 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) Coll. Load:Gravity 1.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Orc /nannies (24) #100 (24) #99 (24) #98 70' -0" ROOF COVERING PLAN VP Ref: 20.00 psf Uplift 0.00 psf Shape Name = Hanger THIS DRAWING, INCLUDING THE INFORMATION HEREON REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY NTS 6/21/2002 DESCRIPTIO 8:27:58 P FIELD LOCATED ACCESSORIES DESCRIPTION DOMINION DOORS (1) 3070 STD. WT. LEAF "A" SWING FOR CONSTRUCTION ROOF COVERING PLAN BUILDER GUSTO OCATIO Teton West ER Larry Garrelts Idaho OJECT Larry Garrelts Hangar BUILDER'S POE FILENAME: CA0215390 -010E1 .vpc VP BUILDINGS VMWPAtDEN VPC VERSION: 3 . 1 JOB tl CA0215390 -01 DAT 6/21/02 ORAWN/CHECK jad gww PAGE C-1 Covering Schedule Trim Schedule Id #65 #66 #67 #68 #57 #58 Qty Start Panel 9 W03060261KAW 1 W1700426FKAW 9 W03060261KAW 1 W1700426FKAW 19 W0709626FKAW 19 W08012261KAW 01 -- T9 _ — "_ T2 n H E Not by VP - Masonry 1 v Last Panel W01060261KAW W01060261KAW / / a 5, SP-2. 5, r� P 7)Loc-kAT19N Direction Left to Right Left to Right Right to Left Right to Left CU 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS RIGr+T To LEFT R(61-17 T'p L Fr v 1 From From From From Ti Peak Peak Peak Peak / / / CV (9) #67 Start Dim. 0' -0" 0'-0" 3' -0" 27' -0" / r7 CT rn CV THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. M M CO I I m Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Orrunanries Id Kit Qty Parts Tl 30' -1 1/4" RFR10,RKA08,RKF20 T2 1' -10" BG2 T3 17' -0" CT T4 55' -0" Roof Stitch 7/8 Carbon,Roof Struct T5 55' -0" HTS T6 55' -0" HT T7 15' -8 1/2" HT T8 1 RRC,SPC T9 1 EA,PRF1 T1055' -0" TRMXO1 T1115' -8 1/2" HT T8 T5 N T6 /Not by VP - Panel/ CO (19) #58 T10 m rn (19) #57 T4 60' 0" a C COVERING ELEVATION AT 1 VP Ref Shape Name = Hanger Wall = 1 Uplift 0.00 psf THIS DRAWING, INCLUDING THE INFORMATION HEREO REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVICED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS CT r7 CT r THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV r, DATE rn CU B NTS 6/21/2002 — T. — .0) I CV CV (9) #65 DESCRIPTIO 8:28:02 T1 Color Classic Red Arctic White Match Wall Color Arctic White Classic Red Arctic White Classic Classic Classic LOCATION PROJECT BUILDERS PO Red Red Red Match Wall Color Classic Red daho CU BUILDER Teton West cusTOMER Garrelts FOR CONSTRUCTION FILENAME: CA0215 3 9 0-010E1.vpc Details RC30B1 WCO1D1 WC20A1 WC24A2 RC38C4 RC38A2 WCXXA1 Larry Garrelts Hangar a, / / / COVERING ELEVATION AT 1 Not by VP - Masonry VP BUILDINGS VPC VERSION' 3 T9 T2 H JOB M CA0215390 -01 DATE 6/21/02 DRAW N /CHECK jad gww "'EC-2 Covering Schedule Id Qty Start Panel Last Panel Direction #94 24 W1703726GKAW 0 CO T-I T3 Right to Left 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS Start Dim. 0' -0" Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 70' 0" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Trim Schedule Id Kit Qty T1 70' -0" T2 17' -0" T3 1 Parts BG2 CT,GAC1053 EA,PRF1 (24) #94 T1 Not by VP - Masonry COVERING ELEVATION AT A VP Ref: Shape Name = Hanger, Wall 2 Uplift 0.00 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVBRED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, G000 OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCHIPTTO Color Arctic White Match Wall Color Classic Red BU /34= FOR CONSTRUCTION COVERING ELEVATION AT A DUST OCATION Teton West R Larry Garrelts Idaho Details WCO1D1 WC18A1 RC38A2 PROJECr Larry Garrelts Hangar BUILDER'S PDX FILENAME: CA021539O-01OE1.vpc VP BUILDINGS VAPCPFAXEN JOB X CA0215390 -01 DATE 6/21/02 DRAWN/CHECK jad gww PAGE C -3 . • 6/21/2002 NTS 8:28 :05 VPC VERSION 3 . 1 Covering Schedule Id Qty Start Panel #95 10 W1903426FKAW #96 10 W1903426FKAW Last Panel W1700426FKAW W1700426FKAW Direction Left to Right From Peak Right to Left From Peak 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS T1 (10) #96 Start Dim. 3' -0" 3' -0" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 p5 Coll. Load:Gravity 1.00, Uplift 0 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Onnunannies Trim Schedule Id Kit Qty Ti 30' -1 1/4" T2 60' -0" T3 17' -0" T4 1 T5 1 T5 T2 / / / Not by VP - Masonry / 60' 0" COVERING ELEVATION AT 4 VP Ref: Shape Name - Hanger Wall - 3 .00 psf Parts RFR10,RKA08,RKF20 BG2 CT,GAC1053 EA,PRF1 RRC,SPC THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY T1 (10) #95 DESCRIPTION NTS Color Classic Red Arctic White Match Wall Color Classic Red Classic Red FOR CONSTRUCTION Details RC30B1 WCO1D1 WC18A1 RC38A2 RC38C4 COVERING ELEVATION AT 4 //J, wk BUILDER Teton West CUSTOMER" rry Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POD 925 o0 Ifit 0F �pQC� JOB A CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad gww PA GE C -4 6/21/2002 8 :28:14 FILENAME' CA0215390-OlOEl.vpc Covering Schedule Id Qty Start Panel #97 24 W1703726GKAW 0 (18) #97 OD T1 // // // / / / /Not by VP - Masonry/ / cV H T3 (5) #97 • Ea #97 T4 Not by VP - Ma Last Panel Direction Right to Left 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS Start Dim. 0'-0 ",3' ", -0 " THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. VP Ref Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building URFl:G tandard Occunanr.ies Trim Schedule Id Kit Qty Tl 54' -9" T2 13' -0" T3 12' -0" T4 3' -3" 70' 0" Parts BG2 DF,JT DF,HTS BG2 COVERING ELEVATION AT S : Shape Name = Hanger, Wall = 4 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY 6/21/2002 NTS DESCRIFTIO 8:28:11 Color Arctic White Classic Red Classic Red Arctic White FOR CONSTRUCTION I•O COVERING ELEVATION AT S UILDE0. Teton West USTOMER Garrelts OCATIO BUILDER'S PON Idaho ROJECT Larry Garrelts Hangar FILENAME. CA0215390- 01OEl.vpc Details WCO1D1 WC24A1 WC24A2 WCO1D1 1 sonry VP BUILDINGS vNRwPRLCEN APE VERSION'. 3 . 1 JOB 'I CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad g PAGE C -5 Wall Liner Schedule Id Qty Start Panel Last Panel #59 24 W0608426FSAW 0 CO Direction Right to Left Start Dim. 0' -0" Trim Schedule Id Kit Qty T1 6' -6" Parts ILT10 T2 70' -0" LTA T3 6' -6" JT10 E m (24 #59 m E J THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. T2 70' 0" WALL LINER ELEVATION AT A (View from inside Building) Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Iice:Standard Orcupanries VP Ref: Shape Name Hanger, Wall - 2 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER. PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING W CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, ASO INDUSTRY 5TANOARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING, VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 AT NTS 6/21/2002 Color Details Match Wall Color WC62A1 Arctic White WC61A7 Arctic White WC61A9 DESCRIPTION 8:35:08 FOR CONSTRUCTION WALL LINER ELEVATION AT A BUILDER Teton West cuSTOMER La rry OCATION PROJECT BUILDER'S PO Idaho Garrelts Larry Garrelts Hangar FILENAME CA0215390- O1OE1.vpc 0 CO VPC HENRIES: 3 .1 JOB F CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad g PAGE C -6 Wall Liner Schedule Id Qty Start Panel Last Panel #71 20 W0608426FSAW OD Direction Right to Left From Peak 0' -0" Start Dim. Trim Schedule Id Kit Qty T1 60' -0" T2 6' -6" T3 6' -6" Parts LTA JT10 ILT10 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. WALL LINER ELEVATION AT 4 (View from inside Building) Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 T1 60' 0" VP Ref: Shape Name . Hanger, Wall . 3 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY 6/21/2002 NTS Color Arctic White Arctic White Match Wall Color N E (20) #71 CJ E DESCRIPTION 8:35:16 FOR CONSTRUCTION WALL BUILDER Teton West CUSTOMER Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S PON FIL Details WC61A7 WC61A9 WC62A1 CA0215390 -0 0El.vpc LINER ELEVATION AT 4 J rh E (P, • VP BUILDINGS VIACOPRUCEN VPC VERSION: 3 1 25 JOB CA0215390 -01 DATE 6/21/02 DRAWN/CHECK jad g PAGE C 7 Wall Liner Schedule Id Qty Start Panel Last Panel #88 21 W0608426FSAW T3 (2) #88 T3 r Direction Right to Left Start Dim. 54'- 0 ",66' -0" E 5-4 (19) #88 T2 E THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED HY VP. WALL LINER ELEVATION AT S (View from inside Building) VP Ref: Shape Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00 Uplift 0.00 ps Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: Seismic: Zone 3 Building Use:Standard Occunancies 3 70' 0" Name = Hanger, Wall = 4 f Trim Schedule Id Ti T2 T3 T4 Kit Qty 6' -6" 54' -9" 3' -3" 6' -6" T2 THIS DRAWING, INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. Parts JT LTA LTA JT10 THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY W ORNMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED RI THIS DRAWING. ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY NTS 6/21/2002 Color Arctic White Arctic White Arctic White Arctic White DESCRIPTION 8:35:13 Details WC24A1 WC61A7 WC61A7 WC61A9 FOR CONSTRUCTION WALL LINER ELEVATION AT S BUILDER Teton West cusTOMER Garrelts LOCATION Idaho PROJEDT Larry Garrelts Hangar BUILDER'S P FILENAME. CA02153 90- 010El.vpc VP BUILDINGS YA�uDEN VPC VERSION' 3 . 1 CO Y—I .IOBB CA0215390 -01 DATE 6/21/02 DRA /CHECK jad gww PAGE C -8 C°O �? 2 a X BocTs 00 6 FI LL -D L (4) "V lb VIA- HOL-E A T ?kfZt - 1■. u s E- X25 t , C2) li X 1�2 2-. S s P (in °l x Al t-T 6 ar' c ev eki- 5EE DETAIL NOTE: The connection of the door to the VP bracket (EPX006) is the responsibility of others. VP has not supplied material for this connection. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. FFW Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building UFP:Standard Orrur)anc1Ps Vi Y (2) 3 /4_11 3 /4 B 5 ; i THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER ANO SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. 0000 DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS FOR CONSTRUCTION Special Drawing BUILDER Teton West CASTO Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDERS PON VPC VERSION. 3 . 1 JOBN CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad gww PAAE -1 6/21/2002 12:02 :58 FILENAME: CA0215390- O10E1.vpc SEE FIELD LOCATE AND nrili (4) 9/.1 6 DIA HOLES FOR 1/2" x 1 1/2" A325 BOLTS (4- 90.80) 4 PER D A SR17A1'd2 R 07/01/95 FOR STRUT CONNECTION GAEL: SH T CO \ \ =CTIO\ GABLE STRUT CONNECTOR TO PU,RLINS r ROOF ENDBAY PURLIiN /�- CABLE STRUT TO PURLI I I I nnr,'nlrnr� i URLIN CONN CIOi BR 17X1 FOR CONSTRUCTION J— 04c. CZ-) V2-"X t'/z' 41 1301-T EACH END TO P L Q . L N I . F!- A N 6E - r ELD D21 LL. pt- R.L1N. (.4) z "X ► %1-' 0 L:1" EA Li END btzt t_L RO t, s l N C-EE. P 4 -4 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROWDEO SOLELY FOR ERECTING THE BU ILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER ANO SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS Special Drawing BUILDER Teton West CUSTOME Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S FOG VP BUILDINGS VMfpPPWEN VPC VERSION: 3 JOB CA0215390 -01 DATE 6/21/02 DRAW N /CHECK jad gww PAG SP -2 6/21/2002 12:03:00 FILENAME CA0215390- OlOEl.vpc II I/2" PURLING REQUIRE 3 BOLTS AT EACH END OF PuRUN LAP. ¢ FRAME END BAY INTERIOR BAY TOWARD THE CENTER OF THE BUILDING RULE#3- RULE#'4- RULE#5- TYPICAL CLIP WHO'D WITH THICK FLANGES FLANGE BRACE (TB— I OR (SER—I FLANGE BRACE REQUIREMENTS. RULE# - ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CROSS SECTION IS NOT ACCOMPANIED BY (2) FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB WHEN PART MARK IS ACCOMPANIED BY (2). WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE CENTER OF THE BUILDING. WHENEVER POSSIBLE, PLACE ALL SINGLE•BRACES ON THE SAME SIDE OF THE FRAME WEB. FLANGE BRACE CONNECTIONS CONTINUOUS PURLIN LAP SHOWN, SONOROUS GIRT AND SIMPLE PURLIN AND GIRT SIMILAR. BRONBDV5 R 08/02/2001 — Roo, / SECONDARY EMBER ELG. BRACE THIS SIDE WHEN SINGLE BRACE IS REQUIRES NOTE: ALL BOLTS TO BE 1/2" X 1 1/2' A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BRO6BD SELF DRILLING FASTENER OR BOLT AT CENTERLINE OF PURLIN OR HIGHER. FIELD DRILL HOLES. PURLIN 1/2" OR LESS! SUSPENDED LOADS EN IOAIVI R 10/25/95 ROD HANGER DR. UNISTRUT AS NEEDED. ANGLE CLIP, BOLTS, UNISTRUTS, ROO HANGER AND CLAMPS NOT BY VARCO - PRUDEN. FIRE SPRINKLER HANGER SYSTEM MUST BE CAPABLE OF RESISTING 250 LBS. PLUS WEIGHT OF WATER FILLED PIPE PER CODE OTHER SUSPENDED LOADS EXCEEDING 100 LBS. MUST BE SUSPENDED SIMILAR TO THIS DETAIL. DO NOT CLAMP TO BOTTOM FLANGES. CONTRACTOR'S NOTE: ANY LOADS OVER 400 LBS. APPLIED TO VP MEMBERS SUCH AS HVAC. LIGHTING, DUCTING, PIPE SUPPORTS ETC. MUST BE LATERALLY BRACED TO THE MAIN BUILDING'S LATERAL LOAD RESISTING ELEMENTS (PURLIN BRACING STRUTS OR PRIMARY FRAMES) AS REQUIRED BY CODE FOR SEISMIC LOADS. BRACING MUST BE PROVIDED AND INSTALLED BY CONTRACTOR AND MUST RESIST LATERAL LOADS EQUAL TO THE WEIGHT OF THE SUSPENDED UNIT OR AS REQUIRED BY CODE, WHICHEVER IS LESS. FROM PURLINS - 100 LB. LOADS OR GREATER EN10A1 UU S INCHES FFFT 01= SIMPLE INTERIOR 92= SIMPLE 1' END BAY 23= SIMPLE 6' END BAY 0A =END HOLE ONLY 12$ =INSET NOTCH 95 =NG HOLES 211=6' END BAY, I' -0' LAP 21 =6' END BAY, 1' -6' LAP 22 =A' END BAY. 2' -0' LAP 23 =6' END BAY, 2' -6' LAP 24 =6' END BAY, 3' - 0' LAP 25 =6' END BAY, 3' -6' LAP 22 =6' END BAY, 4' -0' LAP 20=1' 21 =1 32 =1' 3. =1' 39 =1' 35 =1' 30.1' EIGHTH GAGE 0' ALL LENGTH CATEGORY PUNCH PATTERN END BAY, I' -0' LAP END BAY, 1' -6' LAP END BAY, 2' -0' LAP END BAY, 2' -6' LAP END BAY, 3' -0' LAP END BAY, 3' -6' LAP END BAY, 4' -0' LAP D1= INTERLOR BAY, 1' -0' i1= INTERIOR BAY, 1' -6' ip= INTERIOR BAY, 2' -0' 43-INTERIOR BAY, 2' -6' AA- INTERIOR BAY, 3' -0' 02' INTERIOR BAY, 3' -6' 4l= INTERIOE BAY, 4' -0' LAP LAP LAP LAP LAP LAP LAP SECONDARY PUNCH PATTERNS COMMON GENERATED MARK NUMBERS ANTI Al v1 CT /01, EN51A1 de: 97UBC (Reducible) 20.00 psf Gravity 1.00, Uplift 0.00 psf 80.00 mph re: C 35.00 psf re Category: 3 ne 3 e:RTandarOi Orrunanries THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. FIELD DRILLING OF 9/16 DIA. If HOLE MAY BE REQUIRED BOLTS BRACE LOCATION FBLC2 \ FIELD SLOT 0 , L Y \ LINER PANEL WHEN (2) FLG. BRACES ARE REQUIRED \ s \ M \ ■ \ ■ NOTE' ALL BOLTS TO BE 1/2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" FRAME PURLIN /GIRT WITH SOFFIT OR LINER BROSDOAR R 04/01/2000 BRACE LOCATION ROOF /WALL FLANGE BRACING BOLTS ROOF /WALL SECONDARY MEMBER FLANGE BRACE (FB -) OR (SFB -) BR06D3 3/16 "' 2" MIN. SUSPENDED LOADS FROM STRUCTURAL BEAMS ENIOANI 05 /01/95 VP FRAMES OR SUPPORT BEAMS 3" MAX. GAGE (MIN. 1/2" A307 BOLTS IN 4" MIN. PITCH) CLIPS, PLATES OR BOLTS ARE NOT BY VARCO- PRUDEN CONTRACTOR'S NOTE: FIELD DRILL OR FIELD WELD SUSPENSION ANGLES OR PLATES. ALLOWABLE LOAD = 1 KIP PER PAIR OF BOLTS 1.4 KIPS PER INCH OF WELD WITHOUT INSPECTION = 2 KIPS PER INCH OF WELD WITH INSPECTION ADD PAIRS OF BOLTS OR INCHES OF WELD TO RESIST DESIRED CONCENTRATED LOAD. LOADS LESS THAN 500 LBS MAY BE SUSPENDED USING CLAMPS. (1 1/2" FROM EDGE OF FLANGE) CONCENTRATED LOADS SHALL NOT EXCEED USER DEFINED COLLATERAL LOADING INDICATED ON THE PURCHASE ORDER AND IN VP CALCULATIONS. EN10A2 12' TYP ENSOAIV1 09/01/ 001 F = FEET = INCHES E - EIGHTS PR WALL PANEL MARK NO.: W F F I I E G S O C C C LENGTH CODE PR ROOF PANEL MARK NO.. R F F I I E G G O C C C LENGTH CODE PRRIDSEPANELUARITNO .: P F F I I E G G O C C C 36" COVERAGE TYP C = CAGE 0 = OPERATION C = FIN /COLOR TYP 2 31/32 "__.1 LENGTH CODE PANEL RIB ROOF & WALL PANELS (PR SMOOTH EXTERIOR SURFACE 1 3/16' / I BEARING EDGE EN52A1 FOR VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY NTS DESCRIPTION BUILDING SED'S BUILDER Teton West HONTOMEH Garrelts LOCATION Idaho PROJECT Larry Garrelts Hangar BUILDER'S PO. COLUMN DEPTH BR LOC (CONTIN) n' THRU 2fl' 'TB"♦ T ORA 42" 42'+ THEM 60' FLANGE BRACE (FR -) OR (SFB -)— WALL SECONDARY MEMBER WALL FLANGE BRACING OUTSET SIDEWALL COL (CONTINUOUS & SIMPLE) BROTAIV. R ON /01 /20m NOTE. ALL BOLTS TO BE 1/2" x 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" BRO7A1 4 1/2" I 3" 4 1/2" MAY DE STRAIGHT OR TAPERED MEMBER FLAT SHIM AS REQUIRED BETWEEN BOLTS 1' 0" I SHIM SHIM21 STANDARD SHIM PROCEDURE TYPICAL AT ANY BOLTED CONNECTION EN20AIV2 R 06/11/98 FINGER SHIM AS REQUIRED TYPICAL BOLTING PLATES, FACADE OR CANOPY CONNECTIONS NOTE. FIELD CUT SHIMS TO DESIRED DIMENSIONS TO ACHIEVE DESIRED RESULTS SHIMS ARE MADE FROM .059" MATERIAL. EN20A1 CONSTRUCTION VPC VERSION'. 3 . 1 OBI/ CAO215390 -01 DATE 6/21/02 DRAW N /CHECK j ad gww PAGE r ROD OR CABLE BRACING AT COL. BASE 3 —PLATE OR GAGE DRO2AIV3 R 10/05 /x000 HILLSIDE WASHER FLAT WASHER HEX NUT BRO2A1 WALL SECONDARY MEMBER COLUMN DEPTH 0' TARN 28" 28Y). TNRU 02' 42'O TABU BO' BRACE LOCATION WALL FLANGE BRACING BOLTS OUTSET S.W. AT FULL FRM E.W. CORNER COL 9R02A.w R 04/01/2000 FLANGE BRACE (FE-) OR (SFB -) NOTE: ALL BOLTS TO BE 1/2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" BRO7A4 { I } FULL PEN WELD SPLICE RODS THAT RED, SHOP SPLICE ARE TO BE SPLICED BY USING ONE OF THE NETHOOS SHOWN "SHOP SPLICE DETAILS" COUPLING NUT p7MME01 *MOO COUPLING NUT SPLICE //— ILLSIDE W SHER. FLA1 / FEO'0 R EACx x ENDAO T I# ROD LENGTH (AS SHOWN ON ERECTION DRAwl GS) RA ROD THREAD BOTH ENDS WITHOUT TURNBUCKLE ∎ 7-`7 WASHE : F ui u 1 R . o. EO'0. EACH ENO EN30AIV1 R 09/05/2000 ROD LENGTH ROD LENGTH (AS SHOWN ON ERECTION DRAWx:G RC ROD ROD PADS (1) END (AS SHOWN ON ERECTION DRAWINGS) RB ROD THREAD BOTH ENDS WITH TURNBUCKLE ROD BRACE ASSEMBLY DRAWING (AS sH NON ERECTION DRAWINGS) RD ROD ROD PAD BOTH ENDS EN30A1 HAUNCH HILLSIDE WASHER FLAT WASHER HEX NUT ROD OR CABLE BRACING AT SIDEWALL COLUMN BR01RIV5 R 10/0S/2000 WALL BRACE ROD OR CABLE NOTE, FIELD CUT HOLES IN INSET GIRTS AT INTERFERENCE WITH RODS OR CABLES BR0281 BRACE ROD SLOTS BOTTOM ROD SLOTS REQUIRED WITH ADJOINING BRACED BAYS NOTE DI M'S SHOWN ARE STANDARD BUT MAY VARY GD fi WEB 3 PLATE OR GAGE (mope 6/3/95 ROOF RODS AT RIDGE ROOF BRACE ROD (__ROD__) 6 " WEB GD ROOF ROD BRACING FRAME RAFTER FRAME RAFTER MAY BE STRAIGHT OR TAPERED HILLSIDE WASHER, FLAT WASHER, HEX NUT SECTION A -A CED008 F = FEET I = INCHES E = EIGHTS 6 = GAGE 0 = OPERATION C = FIN /COLOR PANEL /COVERING W 1 3 1 w 1 3 1 1 7 2 6 O F F I I E G G O C C C LENGTH CODE INSULATION [B 13 0 1 0 3 6 0 3 0 0 0 .. F F F I I I I I I E C C LENGTH WIDTH THK CODE SECONDARY (STANDARD) O 1 6 1 9 1 1 4 1 7 ... F F I I E G G LENGTH CODE SECONDARY (SPECIAL) O 0 I G 1 9 I 1 4 1 7 1 1 [ I I E G G LENGTH CODE ROD BRACING O 3 R A 2 5 1 0 I E.• F F I I DIA LENGTH CXA . CGX000 WEXWA.. RBX... BGX... WRx... TRX... 1 EX... PCX... TEX... EPx... EGX... = COLUMN (PLATE) = COLUMN (GAGE) COLUMN (HOTROLL) = RAFTER (PLATE) = RAFTER (GAGE) = RAFTER (HOTROLL) = TRUSS RAFTER = INTERIOR COLUMN = PIPE COLUMN = TUBE COLUMN ENDPGST (PLATE) = ENDPOST (GAGE) COX... = CANOPY (PLATE) DCCB000 = CANOPY (GAGE) = PIGGYBACK CANOPY L CABLE BRACING 0 4 C A 2 5 1 0 0 . . . . FF I ID LENGTH MARK NUMBER KEY COMMON GENERATED MARK NUMBERS EN50A1 V3 R 10/15/1000 EN50A1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Co Live Load: Coll. Load: Wind Speed: Wind Expos Roof Snow: Snow Expos Seismic: Zo Building ITS 6/20/2002 14:01:56 FILENAME'. CA0215390- O10E1.vpc 6/20/2002 14:09:07 FILENAME CA0215390- 010E1.vpc 2 1/2 2 1 / 2 RAFTER BEAM (RBX -) RAFTER BEAM (PBX-) MAY BE STRAIGHT OR TAPERED MEMBER RAKE BEAM MAY BE GAGE OR PLATE FULL FRAME 50" LIP 1/2" x 1 1/2" A325 BOLTS (49080) FILL ALL HOLES NOTE. CLIP MAY BE SHOP WELDED i0 RAKE BEAM \\ RAKE m \ \ \ A325 BOLTS SEE ERECTION DRAWINGS FOR LALL HOLES I A CSE \ \ / BOLTING PLATES 1/2 " i 1/2 A325 BOLTS (49080) FILL ALL HOLES IIP a ^ \ \ li ■ \ O�� ® . \ �,, � � 2 1/2 Z 1/2 RAFTER BEAM CONNECTION OR PRATE AGE 1' -0" 0 OUTSET GIRTS FU FRE TO ENDPOS T CLIP OR AM FFC COLUMN MEMBER (C %_) • 6" 0 INSET GIRTS ENDPOST MAY BE y GAGE OR PLATE (FFC7• . FFC1• (1/2" A325 BOLTS) FFC2• (3/4" A325 BOLTS) 8 1/2 GIRTS / PURLINS EN53A1 HAUNCH TO COLUMN CONNECTION PF01A1 PF03A1 RAKE BEAM CONNECTION PF10C1 ENDPOST TO FULL FRAME FULL FRAME ENDWALL PF10C3 TOP BOLTED COLUMN RAKE BEAM OR FULL FRAME TO ENDPOST ENSSA tvt 09/01 /2001 1 09/01/2001 P4100122 07/01/95 /01/95 Pf1 0C3v. R 06/14/96 3/16" x 7/4' TAPE MASTIC 4 -14 SNR576•• 7/8" ROOF CONT. (80390) S STITCH FSNR ( ) NOTE: PRE-DRILLING IS RECOMMENDED IN THE ABSENCE OF A PURLI N PURLIN ANTI - CAPILLARY BEARING EDGE. BEAD ICI 1' -0" FACE Jr 1/4 -14 x 7/8" ROOF STITCH PANEL 1 1 d" FSNR @ 2' -0" O.C. / 40010 PURLINS FACE OF WALL PANEL /- V PANEL RIB / CAP SHEET 3/16 x 1 /d.. TAPE MASTIC CONT. (80390) ... Y � z RIDGE PURLIN LOWER ROOF SHEET 1 4 -ta 7 e' ROOF STITCH FSNR (576••) 2 PER INT RIB AND 4 PER SIDELAP RIB 3/16' x 1/4" TAPE MASTIC 5 / ,� - W.P NOTCHED PANEL RIB WALL PANEL 12 -14 x 1 1/4' ROOF I'1 3 PERTf00TR (574••) �- ;. ��1 CONi. (80390) 1 I a / . ' ', ®■ RIDGE CAP i _' \ � I I , � '.' ROOF ENDLAP & 7/4-74 x 7/(5 76'•) STITCH FSNR (5 1 PER PURLIN AND 2 PER SPACING - x "') L ' 12 -14 x 1,1/4" ROOF � ' ' � ' STRUCT FSNR (574'•) �� � 1 PER FOOT l / I 11 =I ' ' 1 1 1 o ' =' _'�,,, PURLIN BEARING EDGE STRUCT FSNR (564 1' -0" O.C. CLOSURE B ( 0140) 1/4 -14 x 1 1/4" STRUCT. 1/4 -14 x 7/8" ROOF IN TERMEDIATE STITCH FSNR (576.0 6 0 C. FOR FIRST PURLIN ` \ 10' 0' UPSLOPE • / ' IIR , FSNR. (1 PER PURLIN) 12 -14 X 1 1/d" ROOF STRUCT FSNR 574•' SEE ( ) RCO4B1 FOR STD PATTERN AT SIDELAP ■ I I J I 1 II 12-14 x 1 1/4" ROOF $t STRUCT FSNR (574 ') ■ / ��I I 3 PER FOOT / �I �1 11 Ill�11 1 I ='.,' ;' ='i 1/4 - 14 x 7/8" STITCH FSNR WALL C RAKE ANGLE SEE R FOR UL90 PATTERN BUILDING EAVE PANEL SIDELAP (565•') 1' -0" O FASCIA RETAINER RC04B2 FOR ICE DAMMING PATTERN (RKAO6)) Q 6 7/2 PURLINS (RKA08) ® 8 7/2 PURLINS PANEL RIB WALL PANEL (RKAI1) ® 11 1/2" PURLINS SEE RAKE PANEL RIB ROOF RCO3B1 FASTENER PATTERNS RCO4B2 PANEL RIB TRIM (STD. PR ROOF) RC30B1 PANEL RIB ROOF RC33B8 PANEL RIB ROOF RC34B1 PANEL SIDELAP RCOJB rvS R ICE DAMMING PANEL RIB WALL THRU 2:12 NOTCHED PANEL RIB WALL RIDGE CAP ENDLAP 01/30/2001 RC0462V2 R 01/6/9. 120SO21IV5 R 02/29/96 RCJJBBVI 0 3/01/90 q CJ.BIV. q 03/■/3001 RAKE FASCIA PANEL RIB (REF-) FILLER (PRF -) ATTACH W/ 4 POP RIVETS (55265) EAVE ASSEMBLY ATTACH W/ 6 fit. \� POP RIVETS (55265) • AY SHADED AREA APPLY 3/16" x 1/4" RAKE FASCIA TAPE MASTIC (80390) (REF-) UNDER RIB CAP 7- RAKE RIB CAP (RRC_) APPLY 3 /t6" X t /4" TAPE / MASTIC (80390) UNDER THIS EDGE OF PEAK CAP 14 X 7/8" ROOF STITCH FSNR (576'•) (6) PER PEAK CAP RAKE FASCIA i0 LAP UNDER PEAK CAP MIN 3" % ATTACH (SAC -) TO -) W/ 6 POP RIVETS (55265) METAL PEAK CAP (SAC -) NOTE: ALL BOLTS TO BE 1/2" X 1 1/2" A325 (49080) .. TIGHTEN BOLT TO SNUG TIGHT CONDITION AS DEFINED BY THE AISC /RCSC ''SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" xTA a .IT:D O�- 0 ' , Z S NOTE ALL BOLTS TO BE 1/2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE A16C /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS` ROOF ROOF PURLIN f�ypM` �p OfL '$ ti' • O � 1 • � r ii J i � FLANGE BRACE (FB -) OR (SFB -) FH q� � \ . \ I10' 0 P AI q � �aC /P - \ O �C' (RKF of ,��� � i r % r \`�`� �J / - �� aO. 0 it O F \''' . �© NOTCH DETAIL!"- A_A RAKE 6EAM O g PRS LATE AGE a ,.,4' OR P RAKE FASCIA RC38A2 RAKE FASCIA RC38C4 PURLIN CONN. AT INTERIOR FRAME RSO1A2 PURLIN CONN. TO END FRAME RSO2A1 ,0 � l � EAVE ASSEMBLY METAL PEAK CAP ATTACHMENT (P —RIB ROOF) 6 1f2" OR 8 1/2" CONTINUOUS PURLINS W/0 CUP 6 t /2" OR 8 1/2" CONT. OR SIMPLE W/0 CLIP 023002V7 0 03/15/91 RE3BL.93 0 10/20/99 / 9 R5 01A3V] R 0./01/2000 R902.IV5 q 00/0 /3206 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOSS NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PEA- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll Load:Gravit 1.00, U lift 0.00 psf y p p Wind S eed: 80.00 m h p p Wind E xposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Buildlna us,-:Standard Orcunanri,s THIS DRAWING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. ITSCRIBED■OTHEAPLFCABEEPURICHASEEc %LiDaAND g HALLNOTBE MODtF1ED, REP0.0DUCEDOR USEDFOR NY OTHER PURPOSE WITHOUT PRIOR WRI APPR OF VP BUILDINGS. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 BUILDING SED' S REV DATE BY DESCRIPTION BUILDER Teton West JOB CA0215390 -01 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THI DRAWING, MG, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. CUSTOMER Larry Garrelts DATE 6/21/02 LOCATION Idaho PROJECT Larry Garrelts Hangar VP BUILDINGS VN+croPR1OEN DRAWN/CHECK jad gww NTS BUILDER'S PDX VPC VERSION: 3 PAGE C r . , 6/20/2002 14:09:07 FILENAME CA0215390- 010E1.vpc ENDWALL Q CBA1 f /- BGt, BG2 OR 803 _ 1/4- 14 x 7/8 WALL STITCH FSNR 565 "" 1 PER SUPPORT ( ) AND 1 PER GIRT SPACE EAVE OR RAKE MEMBER INTERMEDIATE WALL GIRT / 1p_Iq x I t /a" L C FSNR (564") 1 PER F0 0T AT WAL TNT GIRTS BASE MEMBER NOTE: ALL BOLTS TO BE 1/2' X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING A$TM 325 OR A490 BOLTS" pURUN CLIP (EPC2) WELDED STANDARD LOW EAVE PURLIN (ERG t) BOLTED NOTE: ALL BOLTS TO BE 1/2 X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" STANDARD LOW EAVE PURUN I I BE LOCATED END OF THE (BAT) BE LED I. BG2, OR BG3). BASE (CBA) FINISH FLOOR OR TOP OF C UR B WALL 2 FSNRS REO'D WHEN SPACE EXCEEDS 6' 0" CRIMPED BASE PANEL RIB WALL 12 -14 x 1 1 2 $ PE R(FOOT•� NOTE: LESS BASE A CONC. FSNR. MUST THAN 6" FROM EACH MEMBER. BASE ANGLE SHOWN, MAY BASE GIRT OR CONCEALED — _ 12 -14 x 1 1 /4" WALL STRUCT FSNR (564 ^) 2 PER FOOT / \, 1 1� �I I I. '� ,* JCP052050 �, O a RAKE ANGLE m (RKA06) 6 I/2" PURLING (RKA08) ® 8 i/2" PURLINS -FL:" (RKA11) 11 1/2" PURLINS 1 Nnand „z /L LL - RAKE BEAM NOTE: MAY SEE CLIP CONNECTION BE REQUIRED. ERECTION DWGS. - �� � '� .,0 S. FRAME 6 Q - � � HAUNCH MEMBER riv � ' EPC � 141� N 2 111 .,,,, J �' —� REFER TO RC 30'" FOR COMPLETE DETAIL ■ • / /// (1) t /4_14 x 1 t /a" J WALL STRUCT FSNR (55307) PER PURLIN CONCRETE FASTENER Q 24" O.C. (NOT BY V.P.) 12 -14 z 1 1 /4" WALL STRUCT FSNR (564••) 2 PER FOOT BASE OF WALL , PANEL SIDE LAP WELDED LOW EAVE PURLIN (INT. FRAME) RS1 1A1 WELDED LOW EAVE PURLIN RS11A2 ATTACHMENT WCO1D1 PANEL RIB WALL WCO4A1 RAKE CHANNEL TO PURLIN STD. PR ROOF RS10A1 6 1/2 OR 8 1/2 PURLINS (O.S. GIRTS) P & B END FRAME (6 1/2" RS nAN3 R 06/01 /x000 OR 8 1/2" PURUN) 6 1/2 ", 8 1/2" & 11 1/2" PURLINS W /SHEETED ENDWALL CRIMPED BASE PANEL I WCO1DIV3 R 03/20/98 RIB WALL FASTENER PATTERNS RS nAI VS R 06/01 /x000 R5 MAWS R 02/29/96 wC04.Aav4 R 04/15/95 I/4 14 x 7/8" WALL STITCH FSNR 0" (O.C.••) OUTSIDE CORNER FLASHING (CT -) iI1 riti1I l ') i PANEL RIB WALL 12 -14 x 1 1/4" WALL STRUCT FSNR (564 *') 41 1' -0" O.C. , II II / Q / ''� DOOR FLASHING PANEL RIB WALL PANEL JAMB TRIM (JT -) RAKE 'CHANNEL OR RAKE ANGLE WILL FACE WALL 1 /2" CLEARANCE BETWEEN ROOF AND WALL PANEL AT OUTSIDE FACE OF PANEL RIB OF PANEL BOTTOM OF ROOF SHEET Q I D PURLSTANIN ARD EAVE \ \ O \/ � \ ` PANEL RIB WALL PANEL 1/4 -14 x 1 1 /4" STRUCT FSNR. (55307) ATTACH TO EAVE, BASE AND GIRT MEMBERS 114 1 1 /4 "� STRUCT. 2 - x FSNR AT 12" O.C. OUTSIDE CORNER FLASHING (CT -) 1 �I III 1 11 ��' ANGLE (GAC1053) �� ` 4 . NSTALL GAC1053 PANEL RIB WALL INSULATION BETWEEN AND WALL PANELS 1 1/4" VARY, SEE RS10•" ) O 12 -14 x 1 1/4 WALL STRUCT FSNR (564•') — ONEFOOTEACH SIDE OF RIB O FSNR I 12 -ta x t I /4" WALL STRUCT (564••) 2 PER FOOT PI — PANEL RIB WALL PANEL (SEE ERECTION DRAWINGS) - OUTSIDE CORNER TRIM (NON DIAPHRAGM) WC20A1 JAMB TRIM AT OVERHEAD DOOR WC24A1 PANEL RIB ENDWALL AT RAKE WC10A1 PANEL RIB WALL AT EAVE WC11A1 OUTSIDE CORNER TRIM (DIAPHRAGM WALLS) WC18A1 W/ BLANKET INSULATION PANEL RIB WALL STANDARD EAVE PURUN PANEL RIB WALL 40205103 5 02/29/96 PANEL RIB WALL WC2441v3 R 07/15/96 *0114103 R 11/20/95 wc16Alv1 02/29/95 WC1041V4 R 02/29/96 SIDEWALL OR. ENDWALL COLUMN LINER PANEL —� \ JAMB TRIM (JT -) - f► T/4-14 x 7/8" WALL STITCH FSNR (565• ") < Q LLL� _J�� 1JJ`I PANEL RIB WALL PANEL DL- IILLI� HEADER / DOOR 12-14 FSNR FLASHING TRIM (HIS-) x 1 1/4" (564••) 0 P $ 1/4 -14 x 7/8" WALL STITCH FSNR (565••) 1' -O" 0 C. ZEE GIRT SHOWN MAY BE CEE GIRT ` LINER (LTA-) TRIM I \ I —12 WALL 1' -t4 STRUCT -0" LINER PANEL x 1 1/4" FSNR AT O.C. (564••) LINER PANEL JAMB TRIM (JT -) I�► It 0111111 i �/ I /4 -14 x 7/8' WALL STITCH FSNR (565") t' -0" O.C. SIDEWALL OR ENDWALL COLUMN SECTION A —A 1AL14 x 1 I/4 WALL STRUCT FSNR (564••) 1' -O" O.C. A l� A \ '-.- . DOOR WALL TRIM AT DOOR HEAD WC24A2 LINER PANEL ATTACHMENT WC61A7 LINER PANEL ATTACHMENT WC61A8 II LINER PANEL ATTACHMENT WC61A9 OVERHEAD DOOR OPENING wCNA2v3 R 07/15/9E TRIM AT COLUMN; OUTSET wC61A9vz F 01/ 5/94 WALL FOR CONSTRUCTION PARTIAL HEIGHT LINER TRIM AT COLUMN; INSET WALL WC61A)W R 05/21/2002 wc6156v2 R OV15/9. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER - FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load: G 1. 00, U 0. DO psf eed: 80 mph Wind Speed p p Wind Exposure : C Roof Snow: 35.00 p sf Snow Exposure Category: 3 Seismic : Zone 3 :u'_•'n• -. ,n•.r• • ..E THIS DRAWING, INCLUDING THE NFORMATION HEREON, REGAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE 001101NO DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BEMODIFIED ,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPR OVAL OF VP BUILDINGS. VP Buildings, Inc. 3200Pla Club Mem. Players y M" BUILDING SED' S REV PATE BY DESCRIPTION BUILDER Teton West JOB CA0215390 -01 CUSTOMER Garrelts THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, ING, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE 6/21/02 LOCATION Z daho PROJECT Larry Garrelts Hangar VP BUILDINGS DRAWN/CHECK dad gww BUILDER'S POE v PC VERSION. 3 .1 1 PAGE �, N TS 6/20/2002 14:26:29 FILE E' CA0215390- O1OE1.vpc 6/20/2002 14:35:47 FILENAME: CA0215390- 010E1.vpc ' LINER PANEL INSIDE CORNER FLASHING OLT- INSIDE FACE I tAL- is ,, 7/8 WALL STITCH FSNR ( 565- ) O . C . NOTE: ALL BOLTS TO BE X 1 1/2" (49080) TIGHTEN BOLTS TO O ''SNUG TIGHT' CONDITION AS DEFINED BY THE AISC /RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" NOTE: ALL BOLTS TO BE 1/2" x 11/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" NOTE: ALL BOLTS TO BE 1/2" x 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OP A490 BOLTS" NOTE: ALL BOLTS TO BE 1/2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" EIVOPOST /^ GIRTS -� LINER PANEL 1 \ IL IN GIRTS GIRT CLIP (GC4) WELDED (GC I) � � FB R 2 OF MAY FRAME BE SHOP I JPR \ F. ES JP f >�4` FLANGE BRACE -) OR I FB (SFB II ( - ► j GIRT CLIP (GC 4) MAY BE SHOP WELDED (GC1) 6' FLANGE BRACE -) OR (SFB -) II �� GIRT CLIP GCS MAY BE SHOP ) WELDED (GC2) Alll .1400.1„, 0. 11 , GIRT CLIP ( GC4) MAY BE SHOP WELDED (GC1) �I „� I � Y F,S BOLTS 1 G ' ,,,,,, JP �\ \ \ G JPS \E -`' FRAME y %. / a. � 1 FLANGE N'. BRACE (FB_) OR (SFB -) I / / .; ! TUR ! N / BOLTS � BO TS a OF FRAME JPR \S • t BOLTS INSIDE CORNER FLASHING WC62A1 GIRT CONN. AT SIDEWALL COLUMN WSO1A1 GIRT CONN. AT SIDEWALL COLUMN WSO1A2 GIRT CONN. AT SIDEWALL COLUMN WS01B2 GIRT CONN. AT ENDWALL ENDPOST WS02B1 LINER PANEL *C6241V2 R 01/15/94 6 1/2” & 8 1/2" OUTSET CEE GIRTS 6 1/2" & 8 1/2" OUTSET SIMPLE ZEE GIRTS- 8 1/2" INSET ZEE GIRTS 6 1/2" & 8 1/2" OUTSET CEE GIRTS W5015045 R 04/01/2000 44501A205 R 0./01/2000 45019205 R 04/01/3000 W5020146 R 04/01/2000 ENDPOST N /2" X I 1 2' A325 49080 NOTE ALL BOLTS TO BE TIGHTEN BOLTS / ( ) .. CONDITION BOLTS DEFINED ''SNUG TIGHT AISC/RCSC 'SPECIFICATION FOR / STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" ENDPOST NOTE ALL BOLTS TO BE /2 x , t 1 A325 49080 / ' ) TIGHTEN BOLTS TO SNUG TIGHT" CONDITION L T S DEFINED BY THE AISC/RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" r L F 0 OCATE AND DRILL (2) i 6' OIA. HOLES IN END - •ME FOR BOLTS GABLE GIRT CLI NOTE ALL BOLTS TO BE 1/2" % 1 1 /2" A325 ( ' 90 THE TIGHTEN BOLTS TO "SNU IGHT" CONDITION AS DEFINED AISC/RCSC SPECIFI ION FOR ` STRUCTURAL JOINT USING ASTM 325 OR A490 B TS" GIRT CLIP (GCB) MAY BE SHOP WELDED GC7 t 5 (49060) TIGHTEN BOLTS BOLTS TO TO BE C� CONDITION ASPDEFIN D BY TIGHT" ED BY THE CATION FOR STRUCTURAL JOINTS USING- ASTM 325 OR 0490 BOLTS" NOTE. E FIELD NOTCH 8 t /z' LL GIRT FLANGE WHEN CORNER COLUMN FLANGE WIDTH EXCEEDS T" COLUMN ALL BOLTS BE i/2 x 1 1/Z A325 (49080) NOTE. E. "S TIGHTEN BOLTS EF 'SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" \ II �� c q'' ¢ G R r �a 1111 I ■_► ' - � . GIRT CLIP (GCS) MAY BE SHOP WELDED (GC2) " / /a ar ! g C �. S 1; MO � GIRT CLIP (GCS) MAY BE SHOP WELDED (GC2) (GC 11 -) ® 8 1 /.. GIRTS (GC64 -) ® 6 1/2' IRIS `- k OUT GR GIRT �� \ `a \ � RAKE BEAM 8 i /2' INSET ENDWALL GIRT - - GAS G O ( 1/4 -14 0 1 1/4" epTH STRUCT FSNR C/ (55307) l RT 3 PER ANGLE BOLTED GIRT CLIP (GC4) MAY BE SHOP WELDED (GCt) 8 1/2'OLUTSET ® 61> 6 1/2" OR 8 t/2'• GRT CORNER GIRT CLIP (GCC -) i GIRT CLIP SEE FRAME SECTION FOR CLIP MARK //'S HOLES MAY BE CENTERD ON GIRT CLIP ��pEWALL GIRT 1/2. 0 1 .... .,_ RAKE V BEAM % ,)• .>, v g I� \ FRAME GIRT FILLER ANGLE (CFA -) 1/4-14 x / 1/4" S7RUCT FSNR (55307) G�` 2 PER ANGLE % / A'? , ,,,,,,X,,,,,,, a n y ��� FR A ME G k IR7 FILLER ANGLE (CFA - GIRT CONN. AT ENDWALL ENDPOST WS03B1 GIRT CONN. AT ENDWALL ENDPOST WS03B2 G '. E GIRT CONN. TO RAKE BEAM WS. N GIRT CONK. AT CORNER COLUMN WS1OE2 GIRT CONN. AT CORNER COLUMN WS12D2 8 1/2" INSET CEE GIRTS 45070105 R04/01/2000 8 1/2" INSET ZEE GIRTS , 1/2" & 8 1/2" OUTSET ZEE GIRTS 8 1/2" INSET GIRT AT EW, ANY 40100241 R 0./01 /x00 OUTSET GIRT AT SW ANY OUTSET GIRT AT EW, ANY OUTSET GIRT AT SW W5036205 R04/01/2000 450442v6 R 04/01/2000 8 4512046 0./01p000 \ A 6 1/2" OR 8 1/2" i� JAMB, SINGLE _ OR DOUBLE i \ < A / ' FIELD LOCATE AND DRILL (2) 9/16" HOLES IN WALL NOTE: ALL BOLTS TO BE 1 OT X 1 t /2" A325 (49080 NOTE'. ALL BOLTS T 1 T X 1 1 TO BE / A325 (49080) TO I SNUG TIGHT" CONDITION DION AS DEFINED AISCDITRION AS DEFINED BY THE / "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS' FIELD LOCATE AND DRILL (2) 9/16" DIAMETER HOLES IN ZEE GIRT To ATTACH JAMB j NOTE: ALL BOLTS TO BE 1/2 X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" F DEFINED BY THE CONDITION AS DE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" • GIRT CONDITION AS DEFINED 9 THE CONDION AS DEFIED B / STRUCTURAL JOINTS INC ASTM 325 OR A490 BO 8 1 "- --------- SINGLE /2" OR JAMB, GIRT CORNER CLIP (GCC -) " - ,\ 6 7/2" OR 8 t /2" ��� ZEE GIRT A I / ,� GIRT ELEVATIO } FRAMED \ 12 ` STRUM • JAMB BASE CLIP (JBC1) @ 8 1/2" JAMB �JBC2) @ 6 i/2" JAMB 1/2" ANCHOR BOLTS gill MAX 111111111',* !) , - - 111-.S1 /4" �I DOUBLE 8 1/2" I C , - 1 L . G "• V ' °., S I .A 3" 2 3/4" J FSNR (59101) 2 PER JAMB (ALTERNATE: TACK WELD) � CONCRETE FSNR 3/4:: B 1/2" JAMB. 1 1/4" AT 48" D.C. Ja (NOT BY V.P.) . I '. O s‹.` Q Ni /1 iJ A 3 t /2'" SINGLE OR �� DOUBLE r I L - -� 103..f htll p pp BASE MEMBER , I I- - 8 1/2 I I ZEE GIRT J SECTION A -A 2 SECTION A -A Et SECTION A -A � �� \� I'l• N�v GI NSIDE COR TER CONNECTION m \� -� JAI'�IB TO GIRT W52OA2 JAMB BASE ATTACHMENT 6 1 / /2 OR 0 1 / 2 " JAMB WS20A8 GIRT TO JAMB WS20D2 'ITHOUT CORNER POST 45140205 R 124/01 /x000 8 1/2" JAMB, ANY ZEE GIRT 8 1/2" ZEE GIRT, 8 1 /- 2 " JAMB w 5 20A205 0 04/01/2000 4520 e0. R 09/9/ 20/95 05200205 R 04/0 /21200 FOR CONS TRUCT I ON THE VP ENGINEER'S SEAL APPLIES VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER FORMANCE REQUIREMENTS BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 pHf Coll L 00 oad: Gravity 1.00 Uplift 0 p sf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 B::)] d1R4 TT�sa: St Hndard Occupancies THIS OF VP BUILDINGS. HEREON. HE INCLUDING THE REMAINS DRAWING, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT SEMODIFIED .REPRODULEO OR USED FOR VP Buildings, Inc. 3200 Players hl Club Circle Memphis Y P STN 38125 I F BUILDING S S ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV DATE BY DESCRIPTION BUILDER Teton West JOB N CA0215390 - 01 THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAW ING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE Of TEMPORARY BRACING. CUSTOMERLa Cry Garrelts DATE 6/21/02 LOCATION Idaho PROJECT Larry Garrelts Hangar VP BUILDINGS vARm.PRUCEN DRAWN /CHECN ]ad gww BITS BUILDER'S PON VPC VERSION. 3 1 PAGE ✓ ED- zi 6/20/2002 14:35:47 FILENAME: CA0215390- 010E1.vpc NOTE: ALL BOLTS TO BE 1/2" x 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" 4) ■ 6 1/2" OR 8 1/2" DOOR HEADER 6 1/2' 0 8 1/2 EQUAL 3" EQUAL 710 o r I I I I SECTION A -A HEADER TO JAMB OPENING HEIGHT ANY HEADER, ANY SINGLE JAMB •5200944 a 04/01/2000 1/2" OR 8 1/2" JAMB. SINGLE WS20D9 GIRT CLIP (GC4) OR SHOP WELDED (GC1) JAMB TO COLUMN CONNECTION 8 1/2" OUTSET GIRTS, 8 1/2 JAMB 7/52104VS R 04/01/2000 8 1/2" JAMB, SINGLE OR DOUBLE NOTE: ALL BOLTS TO BE 1 /2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE RISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" WS21A4 END ALL BASE GIRT (801), (BG2) OR (BG3) 0 ,:';T 1 72.. ® 6 s /R � S CC R C /x ''T S G � � 4 44-",* O S G F \ S CONCRETE FASTENER 48" O.C. (NOT BY V.P.) BASE GIRT AT CORNER COLUMN 4 ", 6 1/2" AND 8 1/2" BASE GIRT W527C2V2 R 10/31/91 FIELD NOTCH BASE GIRT TO CLEAR COLUMN BASE SIDEWALL WS27C2 ® 00 g02 ® 3 a , L 0 . BASE GIRT (BG1), (BG2) OR (803) BASE GIRT AT COLUMN 4 ", 6 1/2" AND 8 1/2" BASE GIRT W527421/3 R 09 /01/95 FIELD NOTCH BASE GIRT TO CLEAR COLUMN BASE PLATE WS27A2 12 -14 • 1 1/4" WALL STRUCT FSNR (564'•) DOOR FLASHING PANEL RIB WALL PANEL JAMB TRIM C H T - ) JAMB TRIM AT OVERHEAD DOOR WCXXAI PANEL RIB WALL WC2451V3 R 07/15/99 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 35.00 psf Snow Exposure Category: 3 Seismic: Zone 3 • • • THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY DESCRIPTION NTS BUILDING SED'S BUILDER Teton West c Garrelts LOCUTION Idaho PROJECT Larry Garrelts Hangar BUILDER'S POY VP BUILDINGS voNcoPR DEN VPC VERSION: 3 .1. JOB N CA0215390 -01 DATE 6/21/02 DRAWN /CHECK jad gww PAGE [ 6/20/2002 14:35:49 FILE "AME CA 0 215 3 9 0- O l OE 1. vp c TAXIWAY pROPOS — Z SCALE: I " = 80' w Aosecwlss / Inc. one shwa not W e cao.b ...Moot the lten Olrlhonielhon Of ron9ren Assocwl es / In FUTURE AGRICULTURAL i PADS (TYP. I LIMIT OF ADDITIVE BID ITEM :1 oc 1 / \ / r_ i I r� __ F / TI 1 `, \ / i I i 1 \,, I/ N,1 FUTURE ACCESS ROAD L_X EXISTING FUEL STORAGE AREA I I I I I I I NI I II I II II I 1 I I I 1 I- r 79' ) 1 1 ' 30 I 1 43 1 1 i 1 I FUTURE AUTO PARKING • / \ L. _X - X I REMOVE DURING CLEARING & GRUBBING RETAIN AND PROTECT SHEDS 0 LO 60' �z l v I J COUNTY ROAD I I µD.1 REVISIONS 1 BY 1 DATE Thi. OOr_yrnenl - Or, port thereof in 0.104 Of Oas.9n COn1101 la the persona prcueny or for DRAWN 5/96 9w1 DESIGNED 5/96 CHECKED 6/96 Wit °An D,TE 0411 awl' rr.p�ECI fhrAhcf APPROVED 6/96 On JW1I Pnowr 15.1 -cr. CITY OF REXBURG IDAHO to 1 11 ExIS tING TAXIWAY 1 z I l FUTURE HANGAR OTS - 7 - r r PROPOSEC TAXIW Y ADDITIVE BID ITE A �3 33 PROPOSED TAXIWAY ADDITIVE BID ITEM Iti - ,% 9 1 t U, t T 0 80' REMOVE EXISTING ASPHALT 1 -L - J I I 2....5 I 2 & I Z.7 I 1 I I _ 1 �y NEW 35' TAXIWAY r FORSGREN ASSOCIATES / INC. 22'i RUNWAY CENTERLINE c O - w _ o = w _c 5 O U w Z c � O n 0 N FUTURE DEVELOPMENT AREA 2" ASPHALT 4e OF V n GRAVEL A PAVEMENT TRANSITION NOT TO SCALE MATCH CONCRETE PAD. SAW CUT IF NECESSARY FOR STRAIGHT, SMOOTH SURFACE REXBURG — MADISON COUNTY AIRPORT PROPOSED TAXIWAYS FOR HANC,AR ARre EXISTING TIE -DOWN AREA PROJECT NO. 95217 SHEET NO.